AR196 4-14-16 DOC by pwynnik

2/10/2016 UNIVERSITY OF OKLAHOMA RESIDENCES JOB #AR196 MATERIAL LIST MATERIAL ITEMS SUPPLIED JOSE STUFF ITEM:

QUANTITY:

Roof Trusses Roof Rafters Engineered Field Splice Kits

per attached design per attached design per attached design

35USKW *423HD16 *423HD14 426HD14

100 pcs 1,050 pcs* 1,900 pcs* 590 pcs

362S162-43 x 3’ 9” 362S162-54 x 7’ 0” 362S162-43 x 10’ 0” 362S162-43 x 16’ 0” 600S162-43 x 3’ 0”

114 pcs (428’ total) 120 pcs (840’ total) 14 pcs (140’ total) 40 pcs (640’ total) 100 pcs (300’ total)

150F125-28 x 13’ 0”

1,000 pcs (13,000’ total)

*Delivered quantity may vary. Tim Liescheidt, PE / Managing Partner at CF Steel is currently (date of package preparation,) evaluating an alternative connection method at trussto-concrete slab locations by request of the project team*

NOTES FOR PRODUCTION: 1- REFERENCE TRUSS STAMPS WHEN FABRICATING ROOF TRUSSES a. MOST TRZ’S ARE MATCHED, HOWEVER THERE ARE SOME TRUSSES THAT HAVE SPECIAL CONDITIONS THAT AEGIS ADDED IN CAD 2- 423HD16 & 423HD14 QUANTITIES MAY CHANGE. TIM IS CURRENTLY EVALUATING THE TRUSS TO SLAB CONNECTION(S) CONDITION(S). 3- THE VAST MAJORITY OF BASE TRUSS BOTTOM CHORDS WILL BE REPLACED WITH A 54mil (16ga) BENT ANGLE. a. CHECK WITH TIM PRE-BUILD FOR ORIENTATION (FACE DIRECTION,) OF BENT PLATES. b. I HAVE ATTACHED BOTH THE SUMMARY AND PULL LISTS FOR THIS PROJECT i. ANY 35USC 035 &/OR 35USD 035 ARE TO BE REPLACED WITH THE ABOVE LISTED ANGLE ii. I HAVE ALSO ATTACHED A LIST WHICH HAS THE BENT ANGLE BROKEN OUT (2) DIFFERENT WAYS 1. TOTAL LINEAR FOOTAGE REPLACEMENT 2. PIECE BY PIECE BREAK OUT (SHOULD YOU WANT TO GO WITH PRE-CUT MEMBERS a. LISTED BELOW 4- TRUSSES WILL BE SHIPPED IN SUB ASSEMBLIES DUE TO HEIGHT AND WIDTH a. COMPLETED ASSEMBLIES HAVE BEEN DESIGNED AS SINGLE TRUSSES b. REFER TO CO-ORDINATION SET WITHIN THE INSTALLATION PACKAGE FOR CLARIFICATION AND SUB-ASSEMBLY TYPE DESIGNATION. c. TRZ FILES HAVE SPECIAL NOTES AS WELL IN REGARDS TO THIS d. TRUSSES SPLIT HORIZONTALLY ARE TO HAVE EACH HALVE/SEGMENT LABELED AS TxxL & TxxR – SEE TRZ & COORDINATION SET e. TRUSSES PIECES LOOSE SHIPPED WHETHER THEY BE, GUSSET PLATES, COLLAR TIES, OR DROPPED LEGS ARE TO ALL BE CLEARLY LABELED WITH THE FOLLOWING INFORMATION ON EACH: i. MEMBER ID (ex. T13 collar tie) ii. FASTENING SCHEDULE / SCREW COUNT 5- EXTREME CARE IS TO BE USED WHEN MOVING TRUSSES FROM THE TABLE TO THE YARD, AND THE YARD TO THE TRAILER. a. TRUSSES WILL BE VERY TALL (22’ to 26’ tall,) WITH VERY FEW WEBS, ZERO DIAGONALS, AND MOST WITH NO BOTTOM CHORD (AS THEY ARE REPLACED WITH A SMALL ANGLE) ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------SALES PERSON / KEVIN STUFF ITEM:

QUANTITY:

1”x1.75”x18ga PB angle x 1’ 6” 16 pcs (24’ total) FS-1 (6”x8”x12ga @ 135°) x 12’ 0” long 140 pcs (1,680’ total) FS-2 (6”x8”x12ga @ 126.87°) x 12’ 0” long 4 pcs (48’ total) FS-3 (6”x8”x12ga @ 108.43°) x 12’ 0” long 10 pcs (120’ total) FS-4 (4”x10”x12ga @ 135°) x 12’ 0” long 4 pcs (48’ total) RP-1 (8”x8”x12ga @ 90°) x 12’ 0” long 130 pcs (1,560’ total) HV-1 (8”x8”x12ga @ 109.47°) x 12’ 0” long 200 pcs (2,400’ total) HV-2 (8”x8”x12ga @ 124.12°) x 12’ 0” long 4 pcs (48’ total) HV-3 (8”x8”x12ga @ 153.47°) x 12’ 0” long 2 pcs (24’ total) HV-4 (8”x8”x12ga @ 153.43°) x 12’ 0” long 10 pcs (120’ total) HV-5 (8”x8”x12ga @ 171.87°) x 12’ long 8 pcs (96’ total) -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

BOTTOM CHORD DELETION & REPLACEMENT WITH 3-1/2” x 11/2” x 54mil (16ga) ANGLE LISTS FOLLOW THIS SHEET.

CFSBCSI-B1 GUIDE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF TRUSSES For Trusses spaced up to 2'-0" on-center and up to 80'-0" in length In order to properly receive, store, erect, restrain, brace, connect and integrate the Trusses into the Framing Structural System, it is necessary to have a complete understanding of the Submittal Documents for the project. Submittal Documents typically include, but are not limited to:

1603.1 General. Construction documents shall show the size, section and relative locations of structural members with floor levels, column centers and offsets fully dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603.1.1 through 1603.1.8 shall be indicated on the Construction Documents.

• the Construction Documents (i.e., architectural/structural plans and specifications) • the Truss Submittal Package which includes: • the Truss Design Drawings (TDD) • the Truss Placement Diagram(s) (TPD) (if/when required by the Contract) • this CFSBCSI document and/or CFSBCSI-B Series Summary Sheets (when provided) • the erection and installation plan (if provided), and • site specific conditions

IRC R106.1 Submittal documents. Construction documents, special inspection and structural observation programs and other data shall be submitted in one or more sets with each application for a permit. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. Where special conditions exist, the building official is authorized to require additional construction documents to be prepared by a registered design professional.

The 2006 IBC and IRC include general provisions for the typical submittal process in Sections 106 and R106, respectively. Some of the more pertinent subsections include, in part:

Exception: The building official is authorized to waive the submission of construction documents and other data not required to be prepared by a registered design professional if it is found that the nature of the work applied for is such that reviewing of construction documents is not necessary to obtain compliance with this code.

IBC 106.1 Submittal documents. Construction documents, statement of special inspections and other data shall be submitted in one or more sets with each permit application. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed . . .

R106.1.1 Information on Construction Documents. Construction documents shall be drawn upon suitable material. Electronic media documents are permitted to be submitted when approved by the building official. Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail that it will conform to the provisions of this code and relevant laws, ordinances, rules and regulations, as determined by the building official.

106.1.1 Information on construction documents. Construction documents shall be dimensioned and drawn upon suitable material. Electronic media documents are permitted to be submitted when approved by the building official. Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail that it will conform to the provisions of this code and relevant laws, ordinances, rules and regulations, as determined by the building official.

R106.1.2 Manufacturer’s installation instructions. Manufacturer’s installation instructions, as required by this code, shall be available on the jobsite at the time of inspection. R106.3.3 Phased approval. The building official is authorized to issue a permit for the construction of foundations or any other part of a building or structure before the construction documents for the whole building or structure have been submitted, provided that adequate information and detailed statements have been filed complying with pertinent requirements of this code. The holder of such permit for the foundation or other parts of a building or structure shall proceed at the holder’s own risk with the Building operation and without assurance that a permit for the entire structure will be granted.

106.3.4.1 General. . . . The registered design professional in responsible charge shall be responsible for reviewing and coordinating submittal documents prepared by others, including phased and deferred submittal items, for compatibility with the design of the building.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses R106.4 Amended construction documents. Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in compliance with the approved construction documents shall be resubmitted for approval as an amended set of construction documents.

CAUTION! Trusses stored or installed in full sun may become very hot to the touch. Use the proper personal protection equipment when handling Trusses.

The Construction Documents are critical for understanding how the Building is to be built. The Construction Documents shall be readily available on the jobsite and only the approved set shall be used.

INSTALLATION RESTRAINT/ BRACING Trusses are not marked in any way to identify the frequency or location of Installation Restraint/Bracing.

All of the care and quality involved in the design and manufacture of Trusses is jeopardized if the Trusses are not properly handled, hoisted, installed, restrained and braced.

All Installation Restraint/Bracing shall comply with the recommendations and options as described herein and/ or in the latest edition of the individual CFSBCSI-B Series Summary Sheets that are referenced.

WARNING! The consequences of improper handling, erecting, installing, restraining and Bracing can result in a collapse of the structure, which at best is a substantial loss of time and materials, but can also result in serious injury and/or loss of life. The majority of Truss accidents occur during Truss installation and not as a result of improper design or manufacture.

PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT Permanent Individual Truss Member Restraint (PITMR) shall be undertaken in accordance with CFSBCSI-B3 or the Building Designerâ&#x20AC;&#x2122;s Permanent Building Stability Bracing (PBSB) plan, which must include all Bracing that is considered part of the lateral force resisting system for the entire Building. The PBSB is Bracing that transfers forces due to gravity, seismic, wind, and/or other external lateral forces, as well as collected forces caused by the restraint of members subject to buckling into the shear walls, foundation or other lateral force resisting systems that are provided for the Building. The locations for attaching Continuous Lateral Restraint (a type of PITMR) for individual compression members of a Truss are provided on the TDD. Bracing such as Diagonal Bracing is required for the Continuous Lateral Restraint (CLR) to prevent the simultaneous buckling of the series of Truss members to which the CLR is attached. Permanent Lateral Restraint and Diagonal Bracing are required for proper performance of individual Trusses within the roof or floor system. Permanent Lateral Restraint and Diagonal Bracing shall provide sufficient support at right angles to the plane of the Truss to hold every Truss member in the position assumed for it to properly carry the applied design loads. If properly planned, the Installation Restraint/Bracing applied during Truss installation can be used as permanent Lateral Restraint and Diagonal Bracing, making the completion of the permanent Lateral Restraint and Diagonal Bracing more efficient.

PHOTO CFSB1-1

Prior to Truss erection/installation, it is strongly recommended that the Contractor involved with the erection/installation of the Trusses meet with the erection/installation crew and crane operator for a safety and planning meeting making sure each crew member understands his or her roles and responsibilities during the erection/installation process. CAUTION! Truss members and Connections, as well as the materials used to attach the Trusses in a bundle, have sharp edges! Handle with care. USE THE PROPER PERSONAL PROTECTION EQUIPMENT (E.G., GLOVES, SAFETY GLASSES, FOREARM GUARDS, ETC.) WHEN CUTTING BANDING AND HANDLING STEEL COMPONENTS!

FIGURE CFSB1-1

The Building Designer (see Supplement 2 to the North American Standard for Cold-Formed Steel Framing â&#x20AC;&#x201C; Truss Design, AISI S214-07/S2-08) is responsible for determining the proper transfer of design Loads and the Anchorage design of each Truss to the supporting structure. When the flow of Loads has been accounted for and all the Load resisting systems for the Building have been adequately designed, constructed and installed, the structural framing for the Building is complete.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses SPECIAL DESIGN REQUIREMENTS

Make sure Trusses in a bundle are securely connected to; gether prior to moving.

Special design requirements, such as wind Bracing, portal Bracing, seismic Bracing, Diaphragms, shear walls, or other Load transfer elements and their Connections to Trusses, shall be considered separately by the Building Designer, who shall determine the size, location, and method of Connections for all Bracing as needed to resist these forces.

DO NOT lift Truss bundles by the banding or metal attachment pieces.

Spreader Bar for Truss

UNLOADING & LIFTING Avoid Lateral Bending. (For more information, see Figure CFSB1-5, page 4.)

FIGURE CFSB1-3

Beginning with the unloading pro;

cess, and throughout all phases of construction, exercise care to avoid LATERAL BENDING of Trusses, which can cause damage to the Truss members and Connections.

Trusses attached together in bundles that are in a vertical ; position should be picked up along the Top Chords.

; FIGURE CFSB1-2

JOBSITE HANDLING Trusses in a bundle may be connected together with banding or with pieces of metal stud or furring (hat) channel.

;

PHOTO CFSB1-4

Proper attachment and smooth ground allow for unloading ;

of Truss bundles without damage. Trusses should be unloaded as close to the Building site as possible to minimize handling. USE CARE TO NOT DAMAGE TRUSSES WITH THE FORKS OF THE FORKLIFT.

; Example of Truss bundles attached with banding.

PHOTO CFSB1-2

;

PHOTO CFSB1-5

DO NOT break banding or remove metal attachment pieces until erection/installation begins. DO NOT store unbraced bundles upright.

Example of Truss bundles attached with metal stud pieces.

PHOTO CFSB1-3

PHOTO CFSB1-6

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses Make sure Trusses are stored on even ground. ;

Avoid Lateral Bending.

;

Trusses are relatively deep, narrow Structural Building Com;

ponents that are extremely flexible if bent perpendicular to their Truss plane. Use care when handling Trusses to limit the amount of Lateral Bending, which can cause damage to the Truss members and Connections. Examples of Lateral Bending when handling Trusses (red line added to illustrate deviation from plane)

Plan View

PHOTO CFSB1-7

DO NOT drag or push Trusses along the ground. If Trusses ;

are stored vertically, they shall be braced in a manner that will prevent tipping or toppling.

Trusses may be unloaded directly on the ground at the time ;

of delivery or stored temporarily in contact with the ground after delivery. If Trusses are to be stored horizontally for more than one week, place Blocking of sufficient height beneath the stack of Trusses on eight to ten foot intervals (or as required) to minimize Lateral Bending and store on a slight slope to allow for draining and to prevent accumulation of water on the interior of Truss members.

FIGURE CFSB1-5

CRANE USE & PROPER TRUSS HANDLING A common method for hoisting Trusses into place is to use a crane and rigging. Inadequate or improperly used hoisting equipment can result in damage to Truss members and/or Connections. This section provides very basic guidelines to help avoid this type of damage.

FIGURE CFSB1-4

;

Trusses stored for more than one week shall be protected ;

from the environment in a manner that provides adequate ventilation of the Trusses. If tarpaulins or other protective covers are used, the ends shall be left open for ventilation. Tight fitting coverings are not recommended, since they can trap moisture.

CAUTION! Exercise care when removing banding or metal attachment pieces to avoid damaging Trusses and prevent personal injury. Gloves and safety glasses should be worn.

A spreader bar should be used when lifting Trusses greater than 30'.

PHOTO CFSB1-8

Responsibility Crane equipment and use should comply with OSHA standards and, unless agreed to expressly through Contract, is the responsibility of the crane operator and/or Contractor. All OSHA standards referred to in this document can be found on the OSHA website at www.osha.gov/comp-links.html. 4

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses Key Considerations

Crane Setup & Inspection

• Always obtain the correct crane size; never exceed load capacity. • Always properly stabilize the crane onsite. • Always use proper rigging equipment. • Use special hoisting equipment as needed. See hoisting recommendations for Truss bundles (page 6) or single Trusses (page 7). • The crane operator and ground crew need to know basic hand signals (see examples in Figure CFSB1-6).

It is essential the crane is properly stabilized, physical obstructions to movement are accounted for, and proximity of electrical power lines is known. The crane footing area should be level, firm, properly graded, free from obstruction, and drained to prevent settling and tipping. Outriggers should always be extended and used in accordance with the crane manufacturer’s recommendations. Place blocking under outrigger pads to spread the load to the ground over a larger area to prevent the pad from sinking. The relationship between the weight of the load, the angle of the boom, and the hoisting process shall be considered to prevent tipping. Consult the crane manufacturer’s load and angle information prior to hoisting.

Crane Size Crane size should be determined with consideration for both size and weight of the Trusses to be hoisted, as well as the total distance from the crane footing location(s) to the farthest point of Truss delivery. Crane equipment, load capacity and use should comply with OSHA standards [Subpart N, 29 CFR 1926.550]. These standards require the crane user to comply with the equipment manufacturer's specifications and limitations applicable to the operation of the crane. It also states that when the manufacturer's specifications are not available, equipment limitations should be determined and documented by a Registered Design Professional competent in this field.

FIGURE CFSB1-6

When uncertain about proper crane setup, consult a Registered Design Professional competent in this field to ensure setup complies with the standards established by the American Society of Mechanical Engineers [ASME/ANSI B30.5-2004].

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses As required by OSHA standard [Subpart N, 29 CFR 1926.550 (a)(5)], all crane and rigging equipment should be inspected regularly by a competent individual to ensure everything is in proper working order and that any worn or defective parts are repaired or replaced. Equipment and worksite inspections should adhere to the latest “Mobile Crane Inspection Guidelines for OSHA Compliance Officers” published by OSHA.

Connect lifting devices to the Truss Top Chord with only closed-loop attachments (see Figure CFSB1-8C). Refer to the section entitled “Mechanical Hoisting Recommendations for Single Trusses” beginning on page 7 for additional information regarding the correct hoisting methods for single Trusses of various span lengths. A Spreader Bar used to hoist a Truss shall be of sufficient strength and rigidity to carry the weight and to resist bending of the Truss. Spreader Bars should comply with design specifications established by ASME [ASME/ANSI B30.22004] and prescribed by the equipment manufacturer.

Load Positioning & Movement Position the load to be hoisted as close to the Building site as possible to minimize hoisting distance. Load movement using crane equipment and rigging should comply with OSHA regulations [Subpart H, 29 CFR 1910.180].

Special Considerations

Check attachment of Trusses in bundle prior to moving Trusses.

• Use special care in adverse weather conditions. Buildings under construction become more dangerous when constructed in high wind conditions. Lightning can also pose a serious risk. It is the responsibility of the crane operator or Contractor to recognize adverse weather conditions and take prompt and appropriate action to ensure safety.

DO NOT RELY ON BANDING OR METAL PIECES USED TO ATTACH TRUSSES IN A BUNDLE TO HOIST AND MOVE BUNDLES ON THE JOBSITE. Rigging Equipment

• Avoid using a crane in close proximity to electrical power lines unless the power has been disconnected by the local power company [OSHA: 29 CFR 1926.550(a)(15)(i)].

Use materials such as slings, chains, cables and nylon straps of sufficient strength to carry the weight of the Truss or Truss bundle. Use slings, taglines and Spreader Bars properly to avoid damage to the Truss members and Connections.

• If you are using a crane within five miles of an airport, contact the airport 30 days prior to crane use to learn about any required safety regulations [FAA: 49 CFR Part 77].

All rigging equipment and use should comply with OSHA regulations [Subpart H, 29 CFR 1926.251] which provides guidelines on safe working loads permitted for the different types of rigging equipment. This standard also requires regular inspection of all rigging equipment by a competent individual and replacement or repair of damaged or defective parts.

HOISTING & PLACEMENT OF TRUSS BUNDLES Trusses that have been securely attached together with banding, metal stud or furring (hat) channel pieces to form a bundle are stiffer than single Trusses. Therefore, hoisting recommendations for bundles are different as there is less likelihood of damage due to out-of-plane bending (see Photo CFSB1-9).

Hoisting Trusses Avoid Lateral Bending when hoisting Trusses (see Figure CFSB1-7). Do not lift single Trusses by the peak using a hook as shown in Figure CFSB1-8A, as this can cause damage to the chords, Webs and/or Connections.

; FIGURE CFSB1-7

Example of a bundle of Trusses being lifted into place.

PHOTO CFSB1-9

; FIGURE CFSB1-8A

FIGURE CFSB1-8B

Recommendations for Hoisting Truss Bundles Determine the weight of the Truss bundle. The actual unit weight of a Truss depends on many factors including the size and thickness of the steel members and the Truss configuration. A good rule to estimate the weight of the bundle is to use seven pounds per foot of Truss length times the number of Trusses in the bundle or contact the Component Manufacturer for weights.

FIGURE CFSB1-8C

Do not lift single Trusses by the Webs as shown in Figure CFSB1-8B, as this will cause Lateral Bending in the Truss and damage to Truss members and Connections.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses INSTALLATION OF SINGLE TRUSSES BY HAND

Know the crane’s capacity. Do not lift bundles that weigh more than the capacity of the crane, which varies considerably with the length and angle of the boom.

Hoisting ;

by hand is allowed, provided excessive Lateral Bending is prevented (see Figure CFSB1-5 on page 4).

• Before lifting, inspect the banding or metal pieces used to attach the Trusses in a bundle to make sure they are secure and intact. NEVER use the banding or metal pieces to lift the bundles.

Trusses with spans less than or equal to 20' can be raised ; into position by lifting near the peak.

• If a large bundle is made of several smaller bundles, redistribute the Trusses into smaller bundles, reattach and lift the smaller bundles one at a time. • Lift points for hoisting Truss bundles are permitted anywhere along the chords. • Use at least two lift points for bundles with Trusses up to 45' in length. • Use at least three lift points for bundles with Trusses greater than 45' in length. • Follow the recommendations for proper crane use, tag lines and all rigging equipment as described in this document. Special care shall be taken in the choice of rigging equipment to prevent damage to the Trusses.

FIGURE CFSB1-9

Trusses with spans less than or equal to 30' should be raised ;

into position by lifting at Top Chord joints nearest the quarter points of the span.

• Place Truss bundles in their most stable configuration or securely support by temporary means to ensure the safe removal of banding or metal attachment pieces and installation of individual Trusses. • Use care to position Truss bundles so that the supporting structure is not overloaded. • Support each bundle with as many exterior and interior walls as possible. • All walls shall be adequately braced and capable of supporting the weight of the bundle. • Take additional precautions if Truss bundles cantilever over outside walls. Do not cantilever the bundle more than 1/3 the overall length of the Trusses. Use extra caution when removing banding or metal attachment pieces of cantilevered bundles.

FIGURE CFSB1-10

MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES

• Take extra care with bundles of shallow or vaulted Trusses, which can bend excessively if they are not adequately supported.

Use the erection equipment to safely hold the erected Truss ;

• Bundles placed vertically shall be adequately braced or supported to prevent toppling.

in position until such time as all Top Chord Installation Lateral Restraint (TCILR) has been installed and the Trusses are securely fastened to all bearing points assumed in the design.

• Do not stand on Truss bundles that have been placed on top of the walls.

Using a single pick-point at the peak can damage

• Remove banding or metal pieces used to attach Trusses in a bundle carefully and proceed with Truss erection and Bracing.

a Truss.

FIGURE CFSB1-11

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses The Contractor should provide adequate rigging (crane, forklift, slings, taglines and Spreader Bars) for sufficient control during lifting and placement to assure safety to personnel and to prevent damage to Trusses and property. Slings, taglines and Spreader Bars should be used in a manner that will not cause any damage to the Truss members and Connections. Lifting devices should be connected to the Truss Top Chord with only a closed loop attachment utilizing materials such as slings, cables or nylon straps of sufficient strength to carry the weight of the Truss.

Spreader Bar Toe-in

Spreader Bar 1/2 to 2/3 Truss length Tagline

For Trusses up to 60'

FIGURE CFSB1-13B

TRUSSES UP TO AND OVER 60': For single Trusses up to and over 60', use a Spreader Bar 2/3 to 3/4 of the Truss length. The Spreader Bar prevents Lateral Bending and should be attached to Top Chords and Webs at 10' intervals. Locate the Spreader Bar at or above mid-height of the Truss to prevent overturning.

Avoid Lateral Bending (see Figure CFSB1-5, page 4). TRUSSES UP TO 30': For single Trusses up to 30', use a minimum of two pick-points near Top Chord joints spaced up to 1/2 the Truss length apart. Keep line angle to 60° or less.

Design the Spreader Bar of any material with sufficient strength and rigidity to carry the weight and to resist bending of the Truss. If in doubt, seek professional guidance. Locate above mid-height

60° or less

Tagline

Toe-in

Spreader Bar or Stiffback

Up to 1/2 Truss length For Trusses up to 30'

Attach to Truss at 10' o.c. max.

Spreader Bar 2/3 to 3/4 Truss length

Tagline

FIGURE CFSB1-12A

For Trusses up to and over 60'

FIGURE CFSB1-14A Spreader Bar or Stiffback

60° or less

Up to 1/2 Truss length

Tagline

For Trusses up to 30'

FIGURE CFSB1-14B

TRUSSES UP TO 60': For single Trusses between 30' and 60', use a Spreader Bar 1/2 to 2/3 of the Truss length. Attach Truss to the Spreader Bar with lines that slope inward or “toe-in,” as shown. CAUTION! Lines that “toe-out” can cause the Truss to buckle.

Spreader Bar Toe-in Toe-in

FIGURE CFSB1-13A

Spreader Bar 2/3 to 3/4 Truss length For Trusses up to and over 60'

FIGURE CFSB1-12B

Tagline

Attach to Truss at 10' o.c. max.

Spreader Bar 1/2 to 2/3 Truss length For Trusses up to 60'

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses RESTRAINT/BRACING MATERIAL & CONNECTIONS CAUTION! Inadequate size and/or fastening of Bracing material is a major cause of erection dominoing. The minimum size of a steel section used as Lateral Restraint ; and Diagonal Bracing is 33 mil 1-½" furring (hat) channel (150F125-33)* or 33 mil 2-½" stud section (250S162-33)* unless specified by the Building Designer.

* Furring (hat) channel and stud section are based on industry standards adopted by the Steel Stud Manufacturers Association (SSMA). SSMA products have a four-part code which identifies the size (both depth and flange width), style and material thickness of each member.

"Overlapped" Lateral Restraint

PHOTO CFSB1-11

These designations include the following:

250 S 162 - 33

Minimum Attachment Requirements for Lateral Restraint and Diagonal Bracing1

Min. base metal thickness in mils (mil=1/1000") Flange width in 1/100" S=Stud and/or F=Furring (Hat) Channel Member depth in 1/100"

The Lateral Restraint and Diagonal Bracing can be installed on either the top or bottom edge of the chord and can be "nested" or "overlapped" (see Figure CFSBI-15).

“NESTED” Lateral Restraint “Nested” or “Stacked” Lateral Restraint using furring (hat) channel. Attach restraints using min. 2-#10 SDS at each Truss. “OVERLAPPED” Lateral Restraint Stack “hat" restraints “Overlapped” Lateral Restraint on top of each other. using furring (hat) channel or stud section. Attach restraints using min. 2-#10 SDS at each Truss.

Minimum Screw Size

Min. Number of Screws per Connection to Truss

#10 SelfDrilling Tapping Screws (SDS)

Other attachment requirements may be specified by the Truss Designer or Building Designer.

TABLE CFSB1-1

Screws ;

shall draw metal tight together with screw heads flush. Screws shall extend a minimum of three exposed threads through the last piece of steel in the connection. Truss member

lap min. 6"

FIGURE CFSB1-16

;

Overlap one Truss space.

FIGURE CFSB1-15

Attaching Continuous Lateral Restraint (e.g. furring channel), to the Bottom Chord of the Trusses.

PHOTO CFSB1-12

BEGINNING THE ERECTION/INSTALLATION PROCESS (See CFSBCSI-B2) It is important for the Contractor to provide substantial Brac; "Nested" Lateral Restraint

PHOTO CFSB1-10

ing for the first Truss erected. Trusses making up the rest of the first set are tied to the first Truss and rely upon it for stability. Likewise, after this first set of Trusses is adequately restrained and Diagonally Braced, the remaining Trusses installed rely on this first set for stability. Performance of the Truss Bracing system depends to a great extent on how well the first set of Trusses is restrained and braced.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses GROUND BRACE - EXTERIOR (See CFSBCSI-B2)

GROUND BRACE - INTERIOR (See CFSBCSI-B2)

Exterior Ground Bracing ties the first set of Trusses off to ;

Where the height of the Building or ground conditions pro;

hibit Bracing from the exterior, stabilize the first Truss with Ground Bracing attached to the interior at the floor level, provided the floor is capable of supporting the Ground Bracing forces. Install the first Truss near the middle of the Building and brace similar to Exterior Ground Bracing shown in Figure CFSB1-19. Restrain and Diagonally Brace the first set of Trusses before removing Ground Braces and setting remaining Trusses.

a series of braces that are attached to stakes driven into the ground and securely anchored. The Ground Brace itself should be restrained and braced as shown in Figures CFSB117 and 18, or it is apt to buckle. Additional Ground Braces placed inside the Building in the opposite direction, are also recommended.

Locate Ground Braces for the first Truss directly in line with ; all rows of Top Chord Installation Lateral Restraint (TCILR).

Temporary support wall (or interior partitions)

Top Chord Installation Lateral Restraint (TCILR)

Ground Lateral Restraint

End Diagonal Brace

Â§ Â&#x192; Ground Brace Diagonal

Â§ Â&#x192; Note: TCILR can be attached to the underside of the Top Chord (as shown here), or on top of the Top Chord.

FIGURE CFSB1-17

Second through fifth Trusses

FIGURE CFSB1-19

Ground Brace strut

Second floor

Second floor system shall have adequate capacity to support Ground Braces.

First floor

INSTALLATION TOLERANCES (per AISI S214-07) Ground Brace Diagonal

FIGURE CFSB1-18

Out of Plumb

Depth, D

Ground Lateral Restraint

Brace first Truss securely before erection of additional Trusses. Bearing for Trusses

Plumb line

D/50 max

Ground Brace strut Note: End Diagonal Brace not shown for clarity. Driven ground stake Ground Bracing Connections should use a min. 3-#10 SDS unless otherwise specified.

FIGURE CFSB1-20

D/50

D (ft.)

1/4"

1/2"

3/4"

1-1/4"

1-1/2"

1-3/4"

Â&#x2022;

TABLE CFSB1-2

Note: The tolerances shown apply to Trusses in their permanently set position.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses DO NOT walk on Trusses or Gable End Frames lying flat.

Max. bow

Length

Max. bow

Length Max. bow

Length

FIGURE CFSB1-21

FIGURE CFSB1-23

DANGER! Do not step, sit or walk on furring (hat) channel or stud section material used for Lateral Restraint or Diagonal Bracing.

Out of Plane Max. Bow

Truss Length

(feet-inches-sixteenths)

3/4"

12-6-0

7/8"

14-7-3

16-8-6

1-1/8"

18-9-10

1-1/4"

20-9-10

1-3/8"

22-10-13

1-1/2"

25-0-0

1-3/4"

29-2-6

TABLE CFSB1-3

; COMPLIANCE WITH INSTALLATION TOLERANCES IS CRITI-

CAL TO ACHIEVING AN ACCEPTABLE ROOF OR FLOOR LINE, AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting Trusses within tolerance the first time prevents the need for the hazardous practice of re-spacing or adjusting Trusses when Structural Sheathing or Purlins are installed. Leaning or bowing Trusses can result in fasteners that miss the Top Chords when Structural Sheathing is applied, and create excessive cumulative stresses on the Bracing, which can lead to Bracing failure and Truss dominoing.

PHOTO CFSB1-13

All anchors, hangers, tie-downs, seats, and bearing ledgers ;

that are part of the supporting structure shall be accurately and properly placed and permanently attached before Truss erection/installation begins. Do not install Trusses on anchors or ties that have temporary Connections to the supporting structure. Properly connect the Truss to each support.

The spacing of Trusses along bearing support must be within ;

WARNING! THE STRUCTURE IS NOT STRUCTURALLY SOUND, STABLE OR SAFE until all the Truss attachments, restraints and Bracing are properly installed.

+/- ¼" of plan dimension. Field conditions that force spacing beyond this tolerance shall be reviewed and approved by the Building Designer and Truss Designer.

RESTRAINT/BRACING WARNINGS

WARNING! LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT!

DO NOT walk on unbraced Trusses.

SEE CFSBCSI-B2 FOR ADDITIONAL RESTRAINT/BRACING OPTIONS.

FIGURE CFSB1-22

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses TCILR spacing per Table CFSB1-4

INSTALLATION RESTRAINT/BRACING REQUIREMENTS FOR THE VARIOUS PLANES OF A ROOF TRUSS

Top Chord Installation Lateral Restraint and Diagonal Bracing

Installation Restraint/Bracing must be applied to ALL of the ; following planes of the Trusses to ensure stability:

1) Top Chord Plane (roof plane) 2) Web Member Plane (sloping or vertical plane perpendicular to Trusses) 3) Bottom Chord Plane (ceiling plane)

Max. 2' o.c.

CAUTION! It is critical to install Lateral Restraint and Diagonal Bracing for the Top Chord and Web Member Plane immediately to prevent out-of-plane buckling of the Truss.

Diagonal Braces every 10 Truss spaces (20' max.)

1) TOP CHORD INSTALLATION RESTRAINT/BRACING is the most important step for the Contractor. Truss Top Chords are susceptible to lateral buckling. See CFSBCSI-B2 for more information.

See Short Member Installation Lateral Restraint options on page 25. Overlap or nest per Figure CFSB1-15. Refer to CFSBCSI-B3 for Gable End Frame Bracing.

THE ;

TOP CHORD LATERAL RESTRAINT AND DIAGONAL BRACING APPROACH PROVIDED IN THIS SECTION APPLIES TO ALL SLOPING CHORD TRUSSES, SCISSORS TRUSSES, PARALLEL CHORD TRUSSES AND PIGGYBACK TRUSSES. Note: Trusses with depths less than 1/15 of the span at any location away from bearings require more complex Installation Restraint/Bracing. Consult a Registered Design Professional.

Note: Ground Bracing not shown for clarity.

FIGURE CFSB1-24

LATERAL RESTRAINT AND DIAGONAL BRACING FOR A PIGGYBACK ASSEMBLY Top Chord of supported Truss (blue)

WARNING! Exact spacing between Trusses should be maintained as the Lateral Restraint and Diagonal Bracing is installed to avoid the hazardous practice of trying to remove this material to adjust spacing. This act of “adjusting spacing” can cause Trusses to topple if the restraint and Bracing is disconnected at the wrong time.

TCILR Spacing

Up to 30'

10' on-center maximum

30' - 45'

8' on-center maximum

45' - 60'

6' on-center maximum

60' - 80' *

4' on-center maximum

Lateral Restraint* (green)

Lateral Restraint & Diagonal Bracing** *Note: Refer to Table CFSB1-4 and Figure CFSB1-24 for spacing of Installation Lateral Restraint and Diagonal Bracing on the sloped Top Chords of the supported and supporting Truss. **Note: Refer to the TDD and Figure CFSB3-36 on page 51 for Permanent Lateral Restraint and Diagonal Bracing, respectively, on the flat portion of the supporting Truss unless otherwise specified in the Construction Documents.

Maximum Top Chord Installation Lateral Restraint (TCILR) Spacing

Truss Span

Diagonal Bracing* (red)

Top Chord of supporting Truss (teal)

FIGURE CFSB1-25

*Consult a Registered Design Professional for Trusses longer than 60'.

TABLE CFSB1-4

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses 2) WEB MEMBER PLANE requires installation Diagonal Bracing, as shown in Figures CFSB1-26 and 27, which is critical in preventing Trusses from leaning or dominoing. Locate Installation Diagonal Bracing on web members (vertical Webs whenever possible), at or near each row of Bottom Chord Lateral Restraint. See CFSBCSI-B2 for additional information pertaining to Web Member Plane Installation Diagonal Bracing and CFSBCSI-B3 for information pertaining to Permanent Restraint and Bracing for the Web Member Plane.

the TDD must also be Diagonally Braced for rigidity. Install Diagonal Bracing along the same Web Member Planes that require CLR. Refer to the Truss Design Drawings to determine which webs, if any, require CLR. Installing the CLR and Diagonal Bracing as the Trusses are installed saves time. Note: Web members that require more than one row of CLR shall have the CLRs and Diagonal Bracing installed as the Trusses are installed.

; Webs that require Continuous Lateral Restraint (CLR) per Web Member Plane Diagonal Bracing

3) BOTTOM CHORD INSTALLATION LATERAL RESTRAINT (BCILR) AND DIAGONAL BRACING is required to maintain on-center spacing for the Bottom Chord and to laterally “stiffen” the group of Trusses. Place Continuous Lateral Restraint and Diagonal Bracing on the Bottom Chord (Figures CFSB128 and 29). This material can be removed after the Permanent Ceiling Diaphragm is in place or remain to become part of the PBSB system.

TCILR spacing per Table CFSB1-4. Note that TCILR can be attached to the top or bottom of the Top Chord.

Bottom Chord Lateral Restraint

BCILR

Apply Diagonal Bracing to Webs that are near each row of Bottom Chord Lateral Restraint. See **IMPORTANT NOTE on this page for spacing between Bottom Chord Lateral Restraint.

FIGURE CFSB1-26 Diagonal Bracing

Diagonal Bracing Web members

Bottom Chord

FIGURE CFSB1-29 Bottom Chords

Diagonal Braces every 20' max. Rows of Web Member Plane Installation Diagonal Bracing at same spacing as Bottom Chord Lateral Restraint.

**IMPORTANT NOTE: Install Bottom Chord Installation Lateral Restraint (BCILR) in rows no more than 15' on-center (o.c.). Install Bottom Chord Permanent Lateral Restraint at the spacing specified in the TDD and Construction Documents.

; Connect ends of each row of Lateral Restraint to the end walls. Add Diagonal Bracing at each end and every 10 Truss spaces (20' max.).

Note: Some chord and web members not shown for clarity.

; Long

spans, heavy loads or Truss Spacing greater than 2' o.c. often require closer spacing of Lateral Restraint and Diagonal Bracing. Consult the Building Designer.

See **IMPORTANT NOTE on this page.

FIGURE CFSB1-27

“Overlapped” Lateral Restraints (one Truss space) See Figure CFSB1-15.

Bottom Chords

x. 2

' o.

Diagonal Braces every 10 Truss spaces (20' max.) Note: Some chord and web members not shown for clarity.

See “**IMPORTANT NOTE” above.

FIGURE CFSB1-28

“Nested” Lateral Restraints. See Figure CFSB1-15.

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses ALTERNATIVE METHODS OF INSTALLATION RESTRAINT/BRACING

NEVER stack materials on the cantilever of a Truss.

Alternate proprietary methods for Installation Restraint/Brac; ing are available. See manufacturer's specifications.

WARNING! LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT! See CFSBCSI-B2 for additional information.

Cantilever

FIGURE CFSB1-33

CONSTRUCTION LOADING

DON'T drop loads of any material on Trusses. Truss damage from the impact is possible even if the weight of the material is small.

Construction materials shall be distributed properly. See also ; CFSBCSI-B4 for additional information.

DON'T proceed with construction until all Lateral Restraint and Bracing is securely and properly in place.

NEVER overload small groups or single Trusses. Position a load over as many Trusses as possible. Do not exceed stack heights in Table CFSB1-5, unless alternative information is provided by the Building Designer or Truss Manufacturer.

DON'T stack materials on unbraced Trusses.

FIGURE CFSB1-34

FIGURE CFSB1-30

Always stack materials over two or more Trusses. ;

NEVER stack materials near a peak or at the center of the span.

; Place material next to outside Load bearing wall or directly over interior Load bearing wall.

Position stacks of materials flat with the longest dimension ; perpendicular to the Trusses as shown below.

FIGURE CFSB1-31

FIGURE CFSB1-35

FIGURE CFSB1-32

CFSBCSI-B1: Guide for Handling, Installing, Restraining & Bracing of Trusses GENERAL NOTES

Maximum Stack Height for Material on Trusses1, 2 Material Gypsum board

12"

22 ga. Type “B” 1½" metal deck

21 sheets

20 ga. Type “B” 1½" metal deck

17 sheets

18 ga. Type “B” 1½" metal deck

13 sheets

Plywood or OSB

16"

Asphalt shingles

2 bundles

Concrete block

Clay tile

DISCLAIMER: The Truss Manufacturer and Truss Designer rely on the presumption that the Contractor and crane operator are professionals and that they have the capability to undertake the work they have agreed to do on any given project. If the Contractor believes he/she needs assistance in some aspect of the construction project, he/she should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the Trusses into place SAFELY. These recommendations for handling, installing, restraining and Bracing Trusses are based upon the collective experience of leading personnel involved with Truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified Building Designer or Contractor. It is not intended that these recommendations be interpreted as superior to the Building Designer’s design specification for handling, installing, restraining and Bracing Trusses, and it does not preclude the use of other equivalent methods for restraining/Bracing and providing stability for the walls, columns, floors, roofs and all the interrelated Structural Building Components as determined by the Contractor. Thus, WTCA, CFSC and those who participated in the development of this guide expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein.

Height

3-4 tiles high

1. This table is based on Trusses designed with a Live Load of 40 psf or greater. For other loading conditions, contact a Registered Design Professional. 2. Install stacks of materials as quickly as possible.

TABLE CFSB1-5

NEVER cut, bend, drill, remove or otherwise alter any member of a Truss unless specifically permitted by the Truss Design Drawing.

FIGURE CFSB1-36

Any field modification that involves the cutting, drilling or re;

location of any Truss member or Connections shall not be done without the approval of the Truss Manufacturer or a Registered Design Professional.

ADDITIONAL NOTES Errors in Building lines and/or dimensions, or errors by others (i.e., uneven bearing elevations, walls not parallel, etc.), shall be corrected by the Contractor BEFORE the erection/installation of Trusses begins. Non-Load bearing walls can transfer loads if large Construction Loads are applied above them. This can cause deflection problems in the floors below. Under industry guidelines, Trusses that have been field altered at the jobsite or overloaded during the construction phase will render your Truss Manufacturer’s limited warranty null and void. Check your Truss Manufacturer’s limited warranty for specific information. 15

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Job Number:

Truss Type 265.2 Minutes ROOF TRUSS

Span USD 11 - 5 - 0

0 Row Lat Br

223.8 Minutes ROOF TRUSS

USD 11 - 5 - 0

0 Row Lat Br

243.2 Minutes ROOF TRUSS

USD 6-8-2

2 Row Lat Br

165.7 Minutes ROOF TRUSS

USD 2-8-2

2 Row Lat Br

312.1 Minutes ROOF TRUSS

USD 9-3-0

2 Row Lat Br

217.1 Minutes ROOF TRUSS

USD 5 - 8 - 14

2 Row Lat Br

156.0 Minutes ROOF TRUSS

USD 1 - 8 - 14

3 Row Lat Br

225.0 Minutes ROOF TRUSS

USD 12 - 11 - 15

0 Row Lat Br

170.0 Minutes ROOF TRUSS

USD 10 - 3 - 15

0 Row Lat Br

493.7 Minutes ROOF TRUSS

USD 12 - 10 - 0

2 Row Lat Br

Quote Number:

Truss ID

Qty Slope

DEL1 78 lbs. each

DEL1A 77 lbs. each

DEL1B 126 lbs. each

DEL1C 67 lbs. each DEL2 118 lbs. each DEL2A 102 lbs. each DEL2B 65 lbs. each DEL3 101 lbs. each

DEL3A 75 lbs. each

DELCG 198 lbs. each

DELR1 4 lbs. each

4.00 0.00 4.00 0.00 4.00 0.00 12.00 0.00 4.00 0.00 4.00 0.00 12.00 0.00 8.49 0.00 12.00 0.00 2.83 0.00

38.7 Minutes ROOF TRUSS

2 - 2 - 11

0 Row Lat Br

0.00 0.00

44.7 Minutes ROOF TRUSS

4 - 2 - 11

0 Row Lat Br

DELR2 7 lbs. each

0.00 0.00

50.7 Minutes ROOF TRUSS

6 - 2 - 11

0 Row Lat Br

DELR3 10 lbs. each

0.00 0.00

56.7 Minutes ROOF TRUSS

8 - 2 - 11

0 Row Lat Br

DELR4 14 lbs. each

0.00 0.00

50.7 Minutes ROOF TRUSS

6 - 2 - 14

0 Row Lat Br

DELR5 10 lbs. each

0.00 0.00

56.7 Minutes ROOF TRUSS

8 - 2 - 14

0 Row Lat Br

DELR6 14 lbs. each

0.00 0.00

62.7 Minutes ROOF TRUSS 0 Row Lat Br

10 - 2 - 14

DELR7 17 lbs. each

0.00 0.00

PO Number:

Left

Right

C 0-0-0

O 1-0-4

O 2-2-6

S 0-0-0

C 0-0-0

O 0-0-0

O 2-2-6

S 0-0-0

C 0-0-0

O 0-0-0

O 2-2-6

S 0-0-0

C 0-0-0

O 0-0-0

O 0-7-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-7-2

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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Job Number:

Truss Type

Quote Number:

Span

Truss ID

Qty Slope

68.7 Minutes ROOF TRUSS

12 - 2 - 14

0 Row Lat Br

415.6 Minutes ROOF TRUSS

USD 39 - 4 - 0

DELR8 21 lbs. each

0 Row Lat Br

309.3 Minutes ROOF TRUSS

291 lbs. each USD 15 - 5 - 12

G10

2 Row Lat Br

309.3 Minutes ROOF TRUSS

151 lbs. each USD 15 - 5 - 12

G11

2 Row Lat Br

144.2 Minutes ROOF TRUSS

ROOF TRUSS

USD 9-7-9

G17

ROOF TRUSS

USD 9-7-9

G18

ROOF TRUSS

USD 9-7-9

G19

ROOF TRUSS

USD 39 - 4 - 0

ROOF TRUSS

USD 9-7-9

G20

ROOF TRUSS

USD 9 - 7 - 10

G21

ROOF TRUSS

USD 9 - 7 - 10

G23

ROOF TRUSS

USD 9 - 3 - 14

G24

ROOF TRUSS

USD 9 - 3 - 14

G26

ROOF TRUSS

USD 9 - 3 - 14

G27

ROOF TRUSS

USD 9 - 3 - 14

G28

ROOF TRUSS 2 Row Lat Br

1 73 lbs. each

USD 39 - 4 - 0

2 Row Lat Br

333.1 Minutes

1 73 lbs. each

0 Row Lat Br

380.1 Minutes

2 60 lbs. each

0 Row Lat Br

148.4 Minutes

2 60 lbs. each

0 Row Lat Br

148.3 Minutes

1 83 lbs. each

0 Row Lat Br

182.3 Minutes

1 83 lbs. each

0 Row Lat Br

182.3 Minutes

1 53 lbs. each

0 Row Lat Br

178.4 Minutes

1 294 lbs. each

0 Row Lat Br

178.4 Minutes

1 53 lbs. each

0 Row Lat Br

143.5 Minutes

1 64 lbs. each

0 Row Lat Br

421.1 Minutes

1 64 lbs. each

0 Row Lat Br

143.5 Minutes

1 151 lbs. each

0 Row Lat Br

144.2 Minutes

1 243 lbs. each

USD 23 - 0 - 0

1 202 lbs. each

0.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00 4.00 12.00 4.00 12.00 4.00 12.00 12.00 0.00 4.00 12.00 4.00 12.00 4.00 12.00 4.00 12.00 4.00 12.00 4.00 12.00 4.00 12.00 12.00 0.00 12.00 12.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 9-7-9

O 0-0-0

S 0-0-0

C 0-0-0

C 9-7-9

O 0-0-0

S 0-0-0

C 0-0-0

C 9-7-9

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

C 9-7-9

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 9 - 3 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 9 - 3 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 9 - 3 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 9 - 3 - 14

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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Job Number:

Truss Type 333.1 Minutes ROOF TRUSS

Quote Number:

Span USD 23 - 0 - 0

Truss ID G5

2 Row Lat Br

338.6 Minutes ROOF TRUSS

ROOF TRUSS

USD 18 - 6 - 10

ROOF TRUSS

USD 18 - 6 - 10

ROOF TRUSS

1 197 lbs. each

USD 18 - 1 - 10

2 Row Lat Br

304.1 Minutes

1 197 lbs. each

2 Row Lat Br

304.1 Minutes

1 202 lbs. each

2 Row Lat Br

338.6 Minutes

Qty Slope

1 146 lbs. each

USD 18 - 1 - 10

2 Row Lat Br

1 146 lbs. each

12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00

171.8 Minutes ROOF TRUSS

11 - 7 - 4

0 Row Lat Br

19 lbs. each

0.00 0.00

165.2 Minutes ROOF TRUSS

12 - 10 - 14

0 Row Lat Br

22 lbs. each

0.00 0.00

139.1 Minutes ROOF TRUSS

11 - 2 - 9

0 Row Lat Br

19 lbs. each

0.00 0.00

174.7 Minutes ROOF TRUSS

12 - 6 - 10

0 Row Lat Br

21 lbs. each

940.1 Minutes ROOF TRUSS

0.00 0.00

(5) 2-Ply 21 - 2 - 6

0 Row Lat Br

10 107 lbs. each

0.00 0.00

73.5 Minutes ROOF TRUSS

6 - 9 - 14

R53

0 Row Lat Br

11 lbs. each

935.0 Minutes ROOF TRUSS

0.00 0.00

(5) 2-Ply 19 - 6 - 0

0 Row Lat Br

75 lbs. each

0.00 0.00

137.0 Minutes ROOF TRUSS

10 - 6 - 0

R6A

0 Row Lat Br

8 18 lbs. each

0.00 0.00

131.0 Minutes ROOF TRUSS

8-6-0

R6B

0 Row Lat Br

8 14 lbs. each

0.00 0.00

260.0 Minutes ROOF TRUSS

9-6-0

0 Row Lat Br

20 16 lbs. each

0.00 0.00

121.9 Minutes ROOF TRUSS

8 - 11 - 10

0 Row Lat Br

404.2 Minutes ROOF TRUSS 3 Row Lat Br

7 15 lbs. each

USD 45 - 1 - 0

1 282 lbs. each

0.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 45 - 1 - 0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

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Job Number:

Truss Type 504.0 Minutes ROOF TRUSS

Quote Number:

Span USD 40 - 0 - 0

Truss ID T10

4 Row Lat Br

174.7 Minutes ROOF TRUSS

3 236 lbs. each

USD 11 - 9 - 0

T100

1 Row Lat Br

174.3 Minutes ROOF TRUSS

ROOF TRUSS

USD 11 - 7 - 10

T101

ROOF TRUSS

USD 10 - 11 - 10

T103

ROOF TRUSS

USC 10 - 10 - 6

T104

ROOF TRUSS

USD 10 - 9 - 8

T106

ROOF TRUSS

USD 21 - 0 - 0 USD 17 - 8 - 0

2 Row Lat Br

374.3 Minutes ROOF TRUSS

USD 36 - 10 - 0

4 Row Lat Br

212.4 Minutes ROOF TRUSS

T107 172 lbs. each T108 156 lbs. each T11

ROOF TRUSS

USD 8 - 5 - 11

T110

ROOF TRUSS

USD 7-9-0

T111

ROOF TRUSS

USD 7 - 7 - 10

T112

ROOF TRUSS

USC 7-4-0

T113

ROOF TRUSS

USC 7-4-0

T114

ROOF TRUSS 0 Row Lat Br

1 35 lbs. each

USC 7-4-0

T115

1 36 lbs. each

USC 7-3-8

T116

0 Row Lat Br

160.7 Minutes

4 35 lbs. each

0 Row Lat Br

160.7 Minutes

1 55 lbs. each

0 Row Lat Br

155.7 Minutes

1 55 lbs. each

0 Row Lat Br

165.7 Minutes

1 98 lbs. each

0 Row Lat Br

218.2 Minutes

286 lbs. each

0 Row Lat Br

161.9 Minutes

0 Row Lat Br

162.2 Minutes

2 82 lbs. each

4 Row Lat Br

402.8 Minutes

2 52 lbs. each

0 Row Lat Br

657.9 Minutes

2 96 lbs. each

0 Row Lat Br

243.7 Minutes

1 79 lbs. each

1 Row Lat Br

233.0 Minutes

1 79 lbs. each

1 Row Lat Br

203.5 Minutes

Qty Slope

1 34 lbs. each

USC 7-3-8

T117

1 32 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 9.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 8.49 0.00 8.49 0.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

O 0-0-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 9 - 8

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 39 - 8 - 11

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 2 - 10 - 11

C 0-0-0

C 8 - 5 - 11

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 0 - 14

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 11 - 5

O 0-0-0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:10 PM

Page: 5 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 176.8 Minutes ROOF TRUSS

Quote Number:

Span USD 6 - 11 - 10

Truss ID T119

1 Row Lat Br

381.3 Minutes ROOF TRUSS

ROOF TRUSS

USD 39 - 5 - 7

T12

1 295 lbs. each

USC 6-5-0

T121

0 Row Lat Br

128.2 Minutes ROOF TRUSS

ROOF TRUSS

USC 6-4-9

T122

ROOF TRUSS

USC 6-4-3

T123

ROOF TRUSS

USC 5-9-0

T124

ROOF TRUSS

USC 5-4-6

T125

ROOF TRUSS

USD 4 - 10 - 11

T128

ROOF TRUSS

USC 4-8-0

T129

ROOF TRUSS

USD 39 - 4 - 0

T13

11 244 lbs. each

USC 4 - 5 - 15

T130

0 Row Lat Br

158.7 Minutes ROOF TRUSS

ROOF TRUSS

USD 4 - 5 - 11

T131

ROOF TRUSS

USC 4-1-5

T132

ROOF TRUSS

USD 3-9-0

T133

ROOF TRUSS

USD 3 - 7 - 10

T134

ROOF TRUSS 1 Row Lat Br

1 29 lbs. each

USC 3-1-0

T135

0 Row Lat Br

192.1 Minutes

1 29 lbs. each

0 Row Lat Br

211.1 Minutes

1 19 lbs. each

0 Row Lat Br

139.1 Minutes

1 61 lbs. each

0 Row Lat Br

139.5 Minutes

1 17 lbs. each

0 Row Lat Br

135.5 Minutes

4 20 lbs. each

2 Row Lat Br

106.3 Minutes

1 34 lbs. each

0 Row Lat Br

995.1 Minutes

2 29 lbs. each

0 Row Lat Br

172.2 Minutes

4 17 lbs. each

0 Row Lat Br

143.0 Minutes

1 31 lbs. each

0 Row Lat Br

170.0 Minutes

1 26 lbs. each

0 Row Lat Br

200.1 Minutes

4 19 lbs. each

0 Row Lat Br

157.9 Minutes

2 77 lbs. each

3 Row Lat Br

202.1 Minutes

Qty Slope

6 14 lbs. each

USD 2 - 11 - 10

T136

2 69 lbs. each

9.00 0.00 12.00 0.00 12.00 0.00 8.49 0.00 8.49 0.00 12.00 0.00 12.00 0.00 8.49 0.00 12.00 0.00 12.00 0.00 8.49 0.00 12.00 0.00 8.49 0.00 12.00 0.00 12.00 0.00 12.00 0.00 9.00 0.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 10 - 15

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-7

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 5-4-6

O 0-0-0

S 0-0-0

C 0-0-0

O 2-7-2

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-0-0

S 0-0-0

C 0-0-0

O 0 - 10 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 4 - 5 - 11

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 11 - 11

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

O 0-8-4

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 3 - 11 - 15

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:10 PM

Page: 6 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 141.6 Minutes ROOF TRUSS

Quote Number:

Span USC 2 - 8 - 14

Truss ID T138

0 Row Lat Br

213.3 Minutes ROOF TRUSS

ROOF TRUSS

USC 2-8-0

T139

ROOF TRUSS

USD 39 - 4 - 0

T14

10 256 lbs. each

USC 2-8-0

T140

0 Row Lat Br

135.9 Minutes ROOF TRUSS

ROOF TRUSS

USC 2 - 6 - 15

T141

ROOF TRUSS

USC 2 - 2 - 11

T143

ROOF TRUSS

USC 1 - 7 - 10

T144

ROOF TRUSS

USC 1-4-0

T145

ROOF TRUSS

USC 1-4-0

T146

ROOF TRUSS

USD 39 - 4 - 0

T15

ROOF TRUSS

USD 39 - 4 - 0

T16

ROOF TRUSS

USD 36 - 10 - 0

T17

ROOF TRUSS

USD 38 - 0 - 0

T18

ROOF TRUSS

USD 37 - 4 - 0

T19

ROOF TRUSS

USD 37 - 4 - 0 USD 44 - 0 - 0

T19ST 231 lbs. each T2

3 Row Lat Br

572.1 Minutes ROOF TRUSS 2 Row Lat Br

6 232 lbs. each

2 Row Lat Br

788.7 Minutes

3 226 lbs. each

2 Row Lat Br

437.6 Minutes

1 286 lbs. each

4 Row Lat Br

692.8 Minutes

9 243 lbs. each

4 Row Lat Br

481.8 Minutes

3 243 lbs. each

2 Row Lat Br

374.3 Minutes

1 14 lbs. each

2 Row Lat Br

866.9 Minutes

2 15 lbs. each

0 Row Lat Br

508.6 Minutes

1 10 lbs. each

0 Row Lat Br

127.2 Minutes

1 12 lbs. each

0 Row Lat Br

153.1 Minutes

1 13 lbs. each

0 Row Lat Br

133.1 Minutes

1 18 lbs. each

0 Row Lat Br

129.9 Minutes

4 18 lbs. each

2 Row Lat Br

136.2 Minutes

1 18 lbs. each

0 Row Lat Br

975.5 Minutes

Qty Slope

7 279 lbs. each

USD 37 - 4 - 0

T20

4 232 lbs. each

8.49 0.00 12.00 0.00 12.00 0.00 12.00 0.00 8.49 0.00 8.49 0.00 8.49 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 2 - 8 - 14

O 2 - 3 - 12

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 6 - 11

S 0-0-0

C 0-0-0

O 2-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 6 - 11

S 0-0-0

C 0-0-0

C 2 - 6 - 15

O 0 - 11 - 5

O 0-0-0

S 0-0-0

C 0-0-0

C 2 - 2 - 11

O 0 - 11 - 5

O 0-0-0

S 0-0-0

C 0-0-0

C 1 - 7 - 10

O 0 - 11 - 5

O 0-0-0

S 0-0-0

C 0-0-0

C 1-4-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

C 1-4-0

O 0-0-0

O 1-5-7

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

C 2-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 2-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

C 0-0-0

O 2-0-0

O 0-0-0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:10 PM

Page: 7 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 692.5 Minutes ROOF TRUSS

Quote Number:

Span USD 36 - 5 - 8

Truss ID T21

2 Row Lat Br

377.0 Minutes ROOF TRUSS

ROOF TRUSS

USD 36 - 5 - 8 USD 37 - 4 - 0

T21ST 231 lbs. each

T22

2 Row Lat Br

703.0 Minutes ROOF TRUSS

229 lbs. each USD 37 - 4 - 0

T23

2 Row Lat Br

363.9 Minutes ROOF TRUSS

ROOF TRUSS

USD 36 - 9 - 10 USD 37 - 4 - 0

T23ST 244 lbs. each T24

2 Row Lat Br

369.0 Minutes ROOF TRUSS

ROOF TRUSS

USD 37 - 4 - 0

ROOF TRUSS

USD 36 - 10 - 0

T26

ROOF TRUSS

USD 36 - 11 - 0

T27

ROOF TRUSS

USD 36 - 11 - 0

T28

ROOF TRUSS

USD 35 - 4 - 0

T29

ROOF TRUSS

USD 44 - 0 - 0

ROOF TRUSS

USD 35 - 1 - 12

T30

ROOF TRUSS

USD 34 - 0 - 0

T31

ROOF TRUSS 3 Row Lat Br

1 186 lbs. each

USD 33 - 1 - 12

T32

2 214 lbs. each

USD 30 - 8 - 0

T33

2 Row Lat Br

538.0 Minutes

6 220 lbs. each

2 Row Lat Br

263.3 Minutes

1 273 lbs. each

2 Row Lat Br

420.0 Minutes

5 247 lbs. each

2 Row Lat Br

275.4 Minutes

2 225 lbs. each

3 Row Lat Br

659.8 Minutes

1 225 lbs. each

2 Row Lat Br

400.9 Minutes

9 292 lbs. each

2 Row Lat Br

673.0 Minutes

1 256 lbs. each

2 Row Lat Br

436.2 Minutes

T25

3 Row Lat Br

372.5 Minutes

234 lbs. each

2 Row Lat Br

862.7 Minutes

6 246 lbs. each

2 Row Lat Br

378.8 Minutes

6 231 lbs. each

2 Row Lat Br

443.7 Minutes

Qty Slope

1 172 lbs. each

USC 30 - 8 - 0

T34

5 147 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 37 - 4 - 0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 0 - 10 - 8

C 0-0-0

C 37 - 4 - 0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 0 - 10 - 8

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 37 - 4 - 0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-6-6

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 3 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 0-6-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 0-6-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 35 - 4 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-9-0

S 0-0-0

C 0-0-0

C 33 - 1 - 12

O 0-0-0

S 0-0-0

C 0-0-0

O 0-9-9

O 0-9-8

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

Load By:

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Date: 04-14-2016 Time: 1:39:10 PM

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 366.3 Minutes ROOF TRUSS

Quote Number:

Span USC 30 - 8 - 0

Truss ID T35

3 Row Lat Br

311.1 Minutes ROOF TRUSS

ROOF TRUSS

USD 28 - 8 - 0

T36

ROOF TRUSS

USD 26 - 2 - 1

T37

ROOF TRUSS

USD 26 - 0 - 0

T38

ROOF TRUSS

USC 26 - 0 - 0

T39

ROOF TRUSS

USD 36 - 10 - 0

ROOF TRUSS

USD 26 - 0 - 0

T40

ROOF TRUSS

USC 26 - 0 - 0

T41

ROOF TRUSS

USD 26 - 0 - 0

T42

ROOF TRUSS

USD 26 - 0 - 0

T43

ROOF TRUSS

USC 26 - 0 - 0

T44

ROOF TRUSS

USC 25 - 4 - 0

T45

ROOF TRUSS

USD 25 - 0 - 0

T46

ROOF TRUSS

USD 24 - 9 - 6

T47

ROOF TRUSS

USD 24 - 9 - 6 USD 24 - 8 - 0

T47A 235 lbs. each T48

0 Row Lat Br

544.5 Minutes ROOF TRUSS 4 Row Lat Br

8 178 lbs. each

2 Row Lat Br

265.4 Minutes

1 282 lbs. each

4 Row Lat Br

552.5 Minutes

4 150 lbs. each

2 Row Lat Br

708.3 Minutes

1 116 lbs. each

3 Row Lat Br

442.6 Minutes

1 161 lbs. each

0 Row Lat Br

520.0 Minutes

1 162 lbs. each

0 Row Lat Br

337.3 Minutes

4 152 lbs. each

0 Row Lat Br

311.6 Minutes

1 152 lbs. each

3 Row Lat Br

311.8 Minutes

1 292 lbs. each

0 Row Lat Br

523.6 Minutes

1 116 lbs. each

4 Row Lat Br

249.1 Minutes

1 152 lbs. each

0 Row Lat Br

380.8 Minutes

4 214 lbs. each

0 Row Lat Br

276.3 Minutes

1 152 lbs. each

2 Row Lat Br

250.7 Minutes

1 142 lbs. each

0 Row Lat Br

669.5 Minutes

Qty Slope

1 128 lbs. each

USD 24 - 8 - 1

T49

5 183 lbs. each

12.00 0.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 28 - 8 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 0-9-0

S 0-0-0

C 0-0-0

C 26 - 0 - 0

O 0-8-0

S 0-0-0

C 0-0-0

C 43 - 8 - 9

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 6 - 10 - 9

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 26 - 0 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 24 - 9 - 6

O 0-0-0

S 0-0-0

C 4-9-0

C 0-0-0

O 2 - 11 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 7 - 14

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 10 - 0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:10 PM

Page: 9 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 400.1 Minutes ROOF TRUSS

Quote Number:

Span USD 43 - 5 - 7

Truss ID T5

3 Row Lat Br

412.9 Minutes ROOF TRUSS

ROOF TRUSS

USD 24 - 8 - 0

T50

ROOF TRUSS

USD 24 - 8 - 0

T51

ROOF TRUSS

USD 24 - 5 - 0

T52

ROOF TRUSS

USD 23 - 6 - 15

T53

ROOF TRUSS

USD 24 - 1 - 0

T54

ROOF TRUSS

USD 24 - 0 - 0

T55

ROOF TRUSS

USD 24 - 0 - 0

T56

ROOF TRUSS

USD 23 - 9 - 0

T57

ROOF TRUSS

USD 26 - 0 - 0

T58

ROOF TRUSS

USD 23 - 6 - 6

T59

ROOF TRUSS

USD 36 - 10 - 0

ROOF TRUSS

USD 23 - 6 - 6

T60

ROOF TRUSS

USD 22 - 8 - 0

T61

ROOF TRUSS

USD 22 - 8 - 1

T62

ROOF TRUSS 4 Row Lat Br

4 173 lbs. each

USD 22 - 8 - 1

2 Row Lat Br

316.4 Minutes

3 131 lbs. each

4 Row Lat Br

465.5 Minutes

1 145 lbs. each

0 Row Lat Br

484.8 Minutes

1 292 lbs. each

0 Row Lat Br

451.8 Minutes

1 145 lbs. each

4 Row Lat Br

335.7 Minutes

1 129 lbs. each

0 Row Lat Br

380.8 Minutes

1 176 lbs. each

0 Row Lat Br

335.7 Minutes

1 203 lbs. each

2 Row Lat Br

298.1 Minutes

4 203 lbs. each

2 Row Lat Br

458.9 Minutes

1 149 lbs. each

2 Row Lat Br

321.8 Minutes

4 214 lbs. each

0 Row Lat Br

502.7 Minutes

1 184 lbs. each

0 Row Lat Br

310.8 Minutes

1 155 lbs. each

2 Row Lat Br

743.6 Minutes

3 126 lbs. each

0 Row Lat Br

372.1 Minutes

1 317 lbs. each

0 Row Lat Br

294.3 Minutes

Qty Slope

USD 22 - 0 - 0

T62A 230 lbs. each T63

1 172 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00

PO Number:

Left

Right

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

C 24 - 8 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 3 - 8 - 10

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 42 - 10 - 0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

S 6-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 22 - 8 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 22 - 8 - 1

O 0-0-0

S 0-0-0

C 4-9-0

C 0-0-0

O 2 - 11 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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Date: 04-14-2016 Time: 1:39:10 PM

Page: 10 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 413.0 Minutes ROOF TRUSS

Quote Number:

Span USD 21 - 8 - 9

Truss ID T64

0 Row Lat Br

452.3 Minutes ROOF TRUSS

ROOF TRUSS

USD 21 - 7 - 10

T65

ROOF TRUSS

USD 21 - 3 - 0

T66

ROOF TRUSS

USD 21 - 0 - 3

T67

ROOF TRUSS

USD 21 - 0 - 0

T68

ROOF TRUSS

USC 20 - 8 - 0

T69

ROOF TRUSS

USD 42 - 0 - 0

ROOF TRUSS

USC 20 - 8 - 0

T70

ROOF TRUSS

USD 20 - 6 - 14

T71

ROOF TRUSS

USD 19 - 9 - 0

T72

ROOF TRUSS

USD 19 - 7 - 10

T73

ROOF TRUSS

USD 19 - 4 - 0

T74

ROOF TRUSS

USC 18 - 8 - 0

T75

ROOF TRUSS

USC 18 - 0 - 0

T76

ROOF TRUSS

USD 18 - 0 - 0

T77

ROOF TRUSS 0 Row Lat Br

2 103 lbs. each

USD 17 - 8 - 0

T78

2 Row Lat Br

315.9 Minutes

2 71 lbs. each

0 Row Lat Br

397.8 Minutes

3 64 lbs. each

0 Row Lat Br

276.5 Minutes

1 155 lbs. each

0 Row Lat Br

269.5 Minutes

1 150 lbs. each

2 Row Lat Br

257.7 Minutes

1 146 lbs. each

2 Row Lat Br

301.1 Minutes

1 185 lbs. each

0 Row Lat Br

301.2 Minutes

1 87 lbs. each

2 Row Lat Br

321.9 Minutes

3 251 lbs. each

0 Row Lat Br

329.5 Minutes

1 81 lbs. each

3 Row Lat Br

262.5 Minutes

2 158 lbs. each

0 Row Lat Br

502.7 Minutes

1 176 lbs. each

2 Row Lat Br

178.9 Minutes

3 165 lbs. each

2 Row Lat Br

321.0 Minutes

1 173 lbs. each

4 Row Lat Br

320.6 Minutes

2 181 lbs. each

2 Row Lat Br

430.7 Minutes

Qty Slope

3 144 lbs. each

USD 17 - 7 - 10

T79

1 143 lbs. each

12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

S 0-0-0

C 3 - 9 - 10

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 1 - 10 - 2

O 0-8-0

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

Load By:

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Date: 04-14-2016 Time: 1:39:10 PM

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 366.9 Minutes ROOF TRUSS

Quote Number:

Span USD 42 - 0 - 0

Truss ID T8

3 Row Lat Br

199.9 Minutes ROOF TRUSS

ROOF TRUSS

USD 16 - 8 - 0

T80

ROOF TRUSS

USD 16 - 8 - 0

T81

ROOF TRUSS

USD 16 - 8 - 0

T82

ROOF TRUSS

USD 16 - 0 - 14

T83

ROOF TRUSS

USC 16 - 0 - 0

T84

ROOF TRUSS

USD 15 - 10 - 10

T85

ROOF TRUSS

USD 15 - 10 - 10

T86

ROOF TRUSS

USD 15 - 9 - 0

T87

ROOF TRUSS

USD 15 - 7 - 10

T88

ROOF TRUSS

USD 14 - 11 - 10

T89

ROOF TRUSS

USD 41 - 1 - 0

ROOF TRUSS

USD 14 - 11 - 10

T90

ROOF TRUSS

USD 13 - 10 - 0

T91

ROOF TRUSS

USD 13 - 7 - 10

T94

ROOF TRUSS 0 Row Lat Br

1 116 lbs. each

USD 13 - 4 - 0

T95

0 Row Lat Br

193.7 Minutes

5 174 lbs. each

2 Row Lat Br

160.3 Minutes

1 106 lbs. each

6 Row Lat Br

255.4 Minutes

1 301 lbs. each

1 Row Lat Br

512.5 Minutes

1 106 lbs. each

3 Row Lat Br

184.7 Minutes

1 126 lbs. each

1 Row Lat Br

386.3 Minutes

1 123 lbs. each

2 Row Lat Br

184.7 Minutes

4 120 lbs. each

2 Row Lat Br

288.6 Minutes

1 114 lbs. each

1 Row Lat Br

278.1 Minutes

2 64 lbs. each

1 Row Lat Br

301.2 Minutes

1 133 lbs. each

0 Row Lat Br

187.5 Minutes

1 151 lbs. each

2 Row Lat Br

263.3 Minutes

4 120 lbs. each

2 Row Lat Br

284.1 Minutes

1 120 lbs. each

1 Row Lat Br

270.6 Minutes

1 251 lbs. each

1 Row Lat Br

303.1 Minutes

Qty Slope

1 84 lbs. each

USD 12 - 7 - 2

T96

1 85 lbs. each

12.00 0.00 9.00 0.00 9.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 9.00 0.00 9.00 0.00 12.00 12.00 12.00 12.00 9.00 0.00 12.00 0.00 9.00 0.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 1-4-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 1-4-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

C 16 - 8 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 16 - 0 - 14

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 2-1-6

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 2-1-6

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 0-0-0

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 3 - 11 - 15

S 0-0-0

C 0-0-0

C 0-6-0

O 0-0-0

S 0-0-0

S 0-6-0

C 0-0-0

C 13 - 7 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

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Date: 04-14-2016 Time: 1:39:11 PM

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 323.2 Minutes ROOF TRUSS

Quote Number:

Span USD 23 - 0 - 0

Truss ID T97

4 Row Lat Br

356.3 Minutes ROOF TRUSS

ROOF TRUSS

USD 19 - 8 - 0

T98

ROOF TRUSS

USD 19 - 8 - 0

T99

ROOF TRUSS

USD 44 - 0 - 0

ROOF TRUSS

USD 40 - 0 - 0

U10

ROOF TRUSS

USD 39 - 4 - 0

U11

ROOF TRUSS

USD 39 - 4 - 0

U12

ROOF TRUSS

USD 39 - 4 - 0

U13

ROOF TRUSS

USD 3 - 10 - 1

U14

ROOF TRUSS

USD 36 - 8 - 14

U15

ROOF TRUSS

USD 37 - 4 - 0

U16

ROOF TRUSS

USD 36 - 8 - 14

U17

ROOF TRUSS

USD 32 - 1 - 1

U18

ROOF TRUSS

USD 32 - 0 - 0

U19

ROOF TRUSS

USD 44 - 0 - 0

ROOF TRUSS 3 Row Lat Br

1 279 lbs. each

USC 30 - 8 - 0

U20

3 Row Lat Br

371.0 Minutes

1 186 lbs. each

1 Row Lat Br

475.2 Minutes

2 284 lbs. each

2 Row Lat Br

441.1 Minutes

1 321 lbs. each

2 Row Lat Br

286.3 Minutes

1 246 lbs. each

0 Row Lat Br

615.9 Minutes

1 319 lbs. each

0 Row Lat Br

448.9 Minutes

1 31 lbs. each

0 Row Lat Br

409.1 Minutes

3 243 lbs. each

0 Row Lat Br

429.1 Minutes

1 294 lbs. each

2 Row Lat Br

139.7 Minutes

1 294 lbs. each

0 Row Lat Br

508.3 Minutes

3 272 lbs. each

0 Row Lat Br

421.4 Minutes

1 279 lbs. each

0 Row Lat Br

421.4 Minutes

1 161 lbs. each

1 Row Lat Br

554.5 Minutes

2 167 lbs. each

2 Row Lat Br

441.1 Minutes

1 179 lbs. each

2 Row Lat Br

305.9 Minutes

Qty Slope

4 147 lbs. each

USC 30 - 8 - 0

U21

1 141 lbs. each

12.00 12.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 1 - 10 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

O 2-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 44 - 0 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 1 - 8 - 10

S 0-0-0

C 0-0-0

O 1 - 8 - 10

O 1 - 11 - 6

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 0-0-0

S 0-0-0

C 0-0-0

C 0-7-2

O 1 - 11 - 6

O 0-0-0

S 0-0-0

S 0-7-2

C 0-0-0

O 1 - 11 - 6

O 0-0-0

S 0-0-0

C 0-0-0

C 0-7-2

O 1 - 11 - 6

O 0-0-0

S 0-0-0

S 0-7-2

C 6 - 11 - 8

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

C 44 - 0 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 371.0 Minutes ROOF TRUSS

Quote Number:

Span USC 30 - 8 - 0

Truss ID U22

3 Row Lat Br

200.4 Minutes ROOF TRUSS

ROOF TRUSS

USD 12 - 8 - 3

U23

ROOF TRUSS

USC 26 - 0 - 0

U24

ROOF TRUSS

USC 26 - 0 - 0

U25

ROOF TRUSS

USC 26 - 0 - 0

U26

ROOF TRUSS

USC 26 - 0 - 0

U27

ROOF TRUSS

USD 24 - 0 - 0

U28

ROOF TRUSS

USD 24 - 0 - 0

U29

ROOF TRUSS

USD 44 - 0 - 0

ROOF TRUSS

U30

ROOF TRUSS

USD 22 - 3 - 6

U31

ROOF TRUSS

USD 6-8-3

U32

ROOF TRUSS

USD 22 - 3 - 1

U33

ROOF TRUSS

USD 20 - 11 - 12

U34

ROOF TRUSS

USC 20 - 8 - 0

U35

ROOF TRUSS 0 Row Lat Br

1 70 lbs. each

USC 20 - 8 - 0

U36

0 Row Lat Br

330.1 Minutes

1 130 lbs. each

0 Row Lat Br

277.1 Minutes

2 209 lbs. each

0 Row Lat Br

197.3 Minutes

3 62 lbs. each

2 Row Lat Br

328.2 Minutes

1 181 lbs. each

0 Row Lat Br

519.9 Minutes

1 189 lbs. each

2 Row Lat Br

227.0 Minutes

2 613 lbs. each

USD 23 - 0 - 1

1 79 lbs. each

USD 20 - 2 - 12

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00

(1) 2-Ply U3

2 Row Lat Br

314.7 Minutes

1 242 lbs. each

1 Row Lat Br

336.1 Minutes

1 242 lbs. each

2 Row Lat Br

717.6 Minutes

2 101 lbs. each

2 Row Lat Br

339.0 Minutes

5 115 lbs. each

0 Row Lat Br

339.0 Minutes

1 115 lbs. each

2 Row Lat Br

379.6 Minutes

1 93 lbs. each

2 Row Lat Br

555.5 Minutes

1 84 lbs. each

0 Row Lat Br

306.7 Minutes

1 141 lbs. each

0 Row Lat Br

250.5 Minutes

Qty Slope

U37

1 174 lbs. each

12.00 0.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00

PO Number:

Left

Right

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 12 - 8 - 3

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

C 44 - 0 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 6-8-3

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 20 - 11 - 12

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-1

O 0 - 7 - 15

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 397.1 Minutes ROOF TRUSS

Quote Number:

Span USD 19 - 2 - 12

Truss ID U38

3 Row Lat Br

297.5 Minutes ROOF TRUSS

ROOF TRUSS

USD 19 - 2 - 12

U39

ROOF TRUSS

USD 44 - 0 - 0

ROOF TRUSS

USD 19 - 9 - 0

U40

ROOF TRUSS

USD 19 - 0 - 1

U41

MONO TRUSS

USD 17 - 9 - 6

U42

ROOF TRUSS

USD 3-9-6 USD 17 - 6 - 12

U42B 109 lbs. each U43

3 Row Lat Br

214.5 Minutes ROOF TRUSS

ROOF TRUSS

USC 16 - 8 - 0

ROOF TRUSS

USD 15 - 9 - 0

U45

ROOF TRUSS

USD 14 - 5 - 3

U46

ROOF TRUSS

USD 14 - 3 - 6

U47

ROOF TRUSS

USD 11 - 5 - 0

U48

ROOF TRUSS

USD 11 - 5 - 0 USD 12 - 8 - 8

U48A 131 lbs. each U49

ROOF TRUSS 4 Row Lat Br

1 85 lbs. each

USD 40 - 0 - 0

2 776 lbs. each

USD 11 - 5 - 0

12.00 0.00 12.00 0.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 0.00 12.00 12.00 12.00 0.00 12.00 12.00 12.00 12.00 12.00 12.00 4.00 0.00 4.00 0.00 12.00 0.00

(1) 2-Ply U5

1 Row Lat Br

244.4 Minutes

1 76 lbs. each

0 Row Lat Br

655.5 Minutes

1 136 lbs. each

4 Row Lat Br

194.0 Minutes

2 154 lbs. each

0 Row Lat Br

244.9 Minutes

1 126 lbs. each

0 Row Lat Br

223.9 Minutes

1 63 lbs. each

0 Row Lat Br

322.8 Minutes

U44

2 Row Lat Br

354.8 Minutes

148 lbs. each

0 Row Lat Br

288.9 Minutes

2 152 lbs. each

3 Row Lat Br

403.1 Minutes

1 136 lbs. each

3 Row Lat Br

191.1 Minutes

1 150 lbs. each

0 Row Lat Br

354.8 Minutes

3 243 lbs. each

0 Row Lat Br

309.0 Minutes

1 141 lbs. each

1 Row Lat Br

322.2 Minutes

3 141 lbs. each

3 Row Lat Br

520.1 Minutes

Qty Slope

U50

1 129 lbs. each

12.00 0.00 4.00 0.00

PO Number:

Left

Right

C 0-0-0

C 19 - 2 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 2 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 44 - 0 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 8 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 3-9-6

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 8 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1-0-4

O 0 - 9 - 13

S 0-0-0

C 0-0-0

O 1-0-4

O 0 - 9 - 13

S 0-0-0

C 0-0-0

O 1 - 8 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1-0-4

O 0-0-0

S 0-0-0

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 273.9 Minutes ROOF TRUSS

Quote Number:

Span USD 8 - 5 - 11

Truss ID U51

3 Row Lat Br

280.0 Minutes ROOF TRUSS

ROOF TRUSS

USD 8 - 5 - 11

U52

ROOF TRUSS

USD 11 - 5 - 0

U53

ROOF TRUSS

USD 10 - 8 - 6

U54

ROOF TRUSS

USD 8 - 5 - 15

U55

ROOF TRUSS

USD 10 - 5 - 3

U56

ROOF TRUSS

USD 10 - 5 - 3

U57

ROOF TRUSS

USD 9-3-4

U58

ROOF TRUSS

USD 10 - 0 - 11

U59

ROOF TRUSS

USD 40 - 0 - 0

ROOF TRUSS

U60

ROOF TRUSS

USD 8-2-7

U61

ROOF TRUSS

USD 4 - 5 - 11

U62

ROOF TRUSS

USD 4 - 5 - 11

U63

ROOF TRUSS

USC 8-1-6

U64

ROOF TRUSS 0 Row Lat Br

4 52 lbs. each

USC 7-4-0

U65

0 Row Lat Br

132.1 Minutes

1 98 lbs. each

0 Row Lat Br

313.8 Minutes

1 98 lbs. each

0 Row Lat Br

222.5 Minutes

1 55 lbs. each

0 Row Lat Br

189.6 Minutes

1 65 lbs. each

0 Row Lat Br

189.6 Minutes

2 738 lbs. each

USD 9 - 5 - 14

7 42 lbs. each

USC 7-4-0

12.00 12.00 12.00 12.00 4.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 4.00 0.00 12.00 0.00

(1) 2-Ply U6

0 Row Lat Br

214.0 Minutes

1 111 lbs. each

1 Row Lat Br

167.4 Minutes

1 115 lbs. each

0 Row Lat Br

654.9 Minutes

1 107 lbs. each

4 Row Lat Br

210.9 Minutes

1 107 lbs. each

0 Row Lat Br

236.2 Minutes

1 57 lbs. each

0 Row Lat Br

218.6 Minutes

2 70 lbs. each

0 Row Lat Br

218.6 Minutes

1 74 lbs. each

0 Row Lat Br

164.7 Minutes

1 165 lbs. each

0 Row Lat Br

202.3 Minutes

1 159 lbs. each

1 Row Lat Br

223.8 Minutes

Qty Slope

U66

1 42 lbs. each

12.00 0.00 12.00 0.00 4.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 8 - 11 - 11

C 0-0-0

O 3-6-0

O 0-0-0

S 0-6-0

S 0-0-0

C 0-0-0

C 8 - 11 - 11

O 0-0-0

O 3-6-0

S 0-0-0

S 0-6-0

C 0-0-0

O 1-0-4

O 0-0-0

S 0-0-0

C 0-0-0

O 0-9-2

O 0-0-0

S 0-0-0

C 0-0-0

C 8 - 5 - 15

O 0-0-0

O 2-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1-0-4

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 0 - 11

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 8 - 10

O 0-0-0

S 0-0-0

C 0-0-0

O 1-0-4

O 0-0-0

S 0-0-0

C 4 - 11 - 11

C 0-0-0

O 3-6-0

O 0-0-0

S 0-6-0

S 0-0-0

C 0-0-0

C 4 - 11 - 11

O 0-0-0

O 3-6-0

S 0-0-0

S 0-6-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 7-4-0

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

Load By:

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 186.8 Minutes ROOF TRUSS

Quote Number:

Span USC 7-4-0

Truss ID U67

0 Row Lat Br

142.6 Minutes ROOF TRUSS

ROOF TRUSS

USD 4 - 5 - 15

U68

ROOF TRUSS

USD 6-5-3

U69

ROOF TRUSS

USD 40 - 0 - 0

ROOF TRUSS

USD 6-5-3

U70

ROOF TRUSS

USD 6-5-3

U71

ROOF TRUSS

USD 6-3-6

U72

ROOF TRUSS

USD 6-1-6

U73

ROOF TRUSS

USC 5 - 11 - 11

U74

ROOF TRUSS

USC 5-4-0

U75

ROOF TRUSS

USC 4-8-6

U76

ROOF TRUSS

USC 3 - 10 - 1

U78

ROOF TRUSS

USD 2-5-3

U79

ROOF TRUSS

USD 40 - 0 - 0

ROOF TRUSS

USD 2-5-3

U80

ROOF TRUSS 0 Row Lat Br

1 49 lbs. each

USC 2-3-6

U81

0 Row Lat Br

140.4 Minutes

1 352 lbs. each

0 Row Lat Br

160.7 Minutes

1 49 lbs. each

2 Row Lat Br

135.9 Minutes

8 27 lbs. each

0 Row Lat Br

443.2 Minutes

1 25 lbs. each

0 Row Lat Br

135.9 Minutes

4 31 lbs. each

0 Row Lat Br

314.6 Minutes

1 30 lbs. each

0 Row Lat Br

147.7 Minutes

2 47 lbs. each

0 Row Lat Br

244.6 Minutes

1 69 lbs. each

0 Row Lat Br

151.5 Minutes

1 69 lbs. each

0 Row Lat Br

172.4 Minutes

1 69 lbs. each

0 Row Lat Br

164.2 Minutes

1 266 lbs. each

0 Row Lat Br

164.6 Minutes

1 69 lbs. each

1 Row Lat Br

164.7 Minutes

1 45 lbs. each

0 Row Lat Br

402.7 Minutes

1 40 lbs. each

0 Row Lat Br

164.6 Minutes

Qty Slope

2 21 lbs. each

USC 1-4-0

U82

3 7 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 8.49 0.00 12.00 0.00 8.48 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 0-8-0

O 0-0-0

S 0-0-0

C 0-0-0

C 4 - 5 - 15

O 0-0-0

O 2-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

C 6-5-3

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 6-1-6

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 11 - 5

O 0-0-0

S 0-0-0

C 0-0-0

O 0-9-2

O 0-0-0

S 0-0-0

C 0-0-0

O 0 - 11 - 5

O 0-0-0

S 0-0-0

C 0-0-0

O 1 - 11 - 6

O 0-0-0

S 0-0-0

C 0-0-0

C 2-5-3

O 0-0-0

S 0-0-0

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 2-3-6

O 0-0-0

S 0-0-0

C 0-0-0

C 1-4-0

O 0-8-0

O 0-0-0

S 0-0-0

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CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 432.3 Minutes ROOF TRUSS

Quote Number:

Span USD 40 - 0 - 0

Truss ID U9

2 Row Lat Br

343.1 Minutes ROOF TRUSS

ROOF TRUSS

USC 39 - 0 - 12

ROOF TRUSS

USC 23 - 0 - 12

V10

ROOF TRUSS

USD 10 - 4 - 0 USD 10 - 4 - 0

0 Row Lat Br

258.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

0 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

171.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

1 Row Lat Br

182.5 Minutes ROOF TRUSS

USC 19 - 6 - 5

0 Row Lat Br

171.1 Minutes ROOF TRUSS

ROOF TRUSS

USD 10 - 4 - 0 USD 10 - 4 - 0

1 Row Lat Br

171.1 Minutes ROOF TRUSS 1 Row Lat Br

V100 95 lbs. each V101 101 lbs. each V102 100 lbs. each V103 103 lbs. each V104 102 lbs. each

V105 102 lbs. each

V106 101 lbs. each

V107 101 lbs. each

V108 101 lbs. each V109 100 lbs. each V11

1 68 lbs. each

1 Row Lat Br

171.1 Minutes

1 67 lbs. each

1 Row Lat Br

222.7 Minutes

1 118 lbs. each

0 Row Lat Br

146.0 Minutes

1 299 lbs. each

0 Row Lat Br

227.3 Minutes

Qty Slope

USD 10 - 4 - 0

V110 100 lbs. each V111 99 lbs. each V112 99 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.25 12.00 0.25 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

O 2-2-0

O 0-0-0

S 0-0-0

C 0-0-0

C 39 - 0 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 23 - 0 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

O 3-0-0

O 0-8-0

S 0-0-0

C 0-0-0

O 3-0-0

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

Load By:

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CF Steel LLC

To:

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Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 171.1 Minutes ROOF TRUSS

Span USD 10 - 4 - 0

1 Row Lat Br

258.3 Minutes ROOF TRUSS

USD 10 - 4 - 0

0 Row Lat Br

217.7 Minutes ROOF TRUSS

USD 10 - 4 - 0

0 Row Lat Br

152.4 Minutes ROOF TRUSS

USC 10 - 9 - 4

0 Row Lat Br

176.7 Minutes ROOF TRUSS

USC 9 - 8 - 12

0 Row Lat Br

123.5 Minutes ROOF TRUSS

USC 9-5-4

0 Row Lat Br

171.5 Minutes ROOF TRUSS

USC 9 - 1 - 13

0 Row Lat Br

306.7 Minutes ROOF TRUSS

USC 21 - 7 - 6

0 Row Lat Br

136.0 Minutes ROOF TRUSS

ROOF TRUSS

USC 9-1-0 USC 8 - 11 - 4

0 Row Lat Br

121.8 Minutes ROOF TRUSS

USC 8 - 10 - 8

0 Row Lat Br

174.3 Minutes ROOF TRUSS

USC 8-5-2

0 Row Lat Br

120.0 Minutes ROOF TRUSS

USC 8-3-6

0 Row Lat Br

176.3 Minutes ROOF TRUSS

USC 7 - 10 - 8

0 Row Lat Br

166.9 Minutes ROOF TRUSS

USC 7 - 10 - 1

0 Row Lat Br

156.9 Minutes ROOF TRUSS

USC 7-9-0

0 Row Lat Br

118.3 Minutes ROOF TRUSS 0 Row Lat Br

Truss ID

Qty Slope

V113 99 lbs. each

V114 101 lbs. each

V115 105 lbs. each

V116 52 lbs. each V117 28 lbs. each V118 27 lbs. each V119 35 lbs. each V12

1 128 lbs. each

0 Row Lat Br

127.4 Minutes

Quote Number:

USC 7-8-8

V120 47 lbs. each

V121 30 lbs. each

V122 25 lbs. each

V123 32 lbs. each V124 23 lbs. each V125 43 lbs. each V126 25 lbs. each V127 34 lbs. each V128 22 lbs. each

12.00 0.00 12.00 0.25 12.00 0.25 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 10 - 4 - 0

O 0-8-0

O 3 - 9 - 15

S 0-0-0

C 0-0-0

O 0-8-0

O 3-0-0

S 0-0-0

C 0-0-0

O 0-8-0

O 3-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 9-5-4

O 0-0-0

S 0-0-0

C 0-0-0

C 9 - 1 - 13

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

S 0-2-0

C 0-0-0

C 9-1-0

O 0-0-0

S 0-0-0

C 0-0-0

C 8 - 11 - 4

O 0-0-0

S 0-0-0

C 0-0-0

C 8 - 10 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 8-5-2

O 0-0-0

O 1 - 8 - 12

S 0-0-0

C 0-0-0

C 8-3-6

O 0-0-0

S 0-0-0

C 0-0-0

C 7 - 10 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 7 - 10 - 1

O 0-0-0

S 0-0-0

C 0-0-0

C 7-9-0

O 2 - 9 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 7-8-8

O 0-0-0

S 0-0-0

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CF Steel LLC

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Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 103.0 Minutes ROOF TRUSS

Span USC 4-9-2

0 Row Lat Br

191.0 Minutes ROOF TRUSS

Quote Number:

USC 21 - 7 - 4

Truss ID V129 13 lbs. each

V13

0 Row Lat Br

188.0 Minutes ROOF TRUSS

75 lbs. each USC 7-7-0

0 Row Lat Br

117.8 Minutes ROOF TRUSS

USC 7-6-8

0 Row Lat Br

146.5 Minutes ROOF TRUSS

USC 7-4-8

0 Row Lat Br

146.5 Minutes ROOF TRUSS

USC 7-4-4

0 Row Lat Br

155.6 Minutes ROOF TRUSS

USC 7-4-0

0 Row Lat Br

160.6 Minutes ROOF TRUSS

USC 7-4-0

0 Row Lat Br

115.0 Minutes ROOF TRUSS

USC 7-3-2

0 Row Lat Br

119.5 Minutes ROOF TRUSS

USC 7-1-0

0 Row Lat Br

139.8 Minutes ROOF TRUSS

USC 6 - 10 - 11

0 Row Lat Br

163.0 Minutes ROOF TRUSS

USC 6 - 5 - 12

0 Row Lat Br

190.3 Minutes ROOF TRUSS

USC 21 - 4 - 8

0 Row Lat Br

99.3 Minutes ROOF TRUSS

COMMON

USC 3-6-5

ROOF TRUSS

USC 8-4-8 USC 6-9-4

0 Row Lat Br

160.8 Minutes ROOF TRUSS 0 Row Lat Br

V131 21 lbs. each V132 21 lbs. each V133 21 lbs. each V134 29 lbs. each V135 29 lbs. each

V136 33 lbs. each

V137 31 lbs. each

V138 23 lbs. each

V139 25 lbs. each V14

V140

1 9 lbs. each

0 Row Lat Br

118.5 Minutes

V130 32 lbs. each

74 lbs. each

0 Row Lat Br

129.6 Minutes

Qty Slope

USC 5 - 8 - 12

V141 29 lbs. each V142 27 lbs. each V143 17 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 4-9-2

O 0-0-0

S 0-0-0

C 0-0-0

C 21 - 7 - 4

O 0-0-0

S 0-0-0

C 0-0-0

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 7-6-8

O 0-0-0

S 0-0-0

C 0-0-0

C 7-4-8

O 0-0-0

S 0-0-0

C 0-0-0

C 7-4-4

O 0-0-0

S 0-0-0

C 0-0-0

C 7-4-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 7-3-2

O 0-0-0

S 0-0-0

C 0-0-0

C 7-1-0

O 0-0-0

S 0-0-0

C 0-0-0

C 6 - 10 - 11

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 21 - 4 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 3-6-5

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

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CF Steel LLC

To:

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Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 112.0 Minutes ROOF TRUSS

Span USC 5-7-4

0 Row Lat Br

111.3 Minutes ROOF TRUSS

USC 5-4-8

0 Row Lat Br

113.5 Minutes ROOF TRUSS

USC 5-1-0

0 Row Lat Br

139.5 Minutes ROOF TRUSS

USC 5-0-8

0 Row Lat Br

109.0 Minutes ROOF TRUSS

USC 4-7-1

0 Row Lat Br

153.9 Minutes ROOF TRUSS

USC 3 - 10 - 8

0 Row Lat Br

236.5 Minutes ROOF TRUSS

USC 21 - 0 - 8

0 Row Lat Br

106.6 Minutes ROOF TRUSS

ROOF TRUSS

USC 3 - 9 - 12 USC 3-9-0

0 Row Lat Br

106.3 Minutes ROOF TRUSS

USC 3-8-8

0 Row Lat Br

106.0 Minutes ROOF TRUSS

Truss ID V144 15 lbs. each

V145 15 lbs. each

V146 23 lbs. each

V147 14 lbs. each V148 12 lbs. each V149 23 lbs. each V15

ROOF TRUSS

USC 3-7-2

ROOF TRUSS

V150 10 lbs. each

ROOF TRUSS

USC 3-7-0 USC 3-4-8

ROOF TRUSS

USC 3-4-0 USC 3-1-0

0 Row Lat Br

104.3 Minutes ROOF TRUSS

V152 10 lbs. each

V153

V154 23 lbs. each V155

ROOF TRUSS 0 Row Lat Br

USC 3-0-8

V156 13 lbs. each V157 13 lbs. each V158

0 Row Lat Br

101.1 Minutes

9 lbs. each

0 Row Lat Br

102.5 Minutes

V151 19 lbs. each

0 Row Lat Br

97.8 Minutes

9 lbs. each

0 Row Lat Br

105.3 Minutes

0 Row Lat Br

159.9 Minutes

Qty Slope

73 lbs. each

0 Row Lat Br

150.4 Minutes

Quote Number:

1 8 lbs. each

USC 2-9-4

V159

1 9 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 5-7-4

O 0-0-0

S 0-0-0

C 0-0-0

C 5-4-8

O 0-0-0

S 0-0-0

C 0-0-0

C 5-1-0

O 0-0-0

S 0-0-0

C 0-0-0

C 5-0-8

O 0-0-0

S 0-0-0

C 0-0-0

C 4-7-1

O 0-0-0

S 0-0-0

C 0-0-0

C 3 - 10 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 21 - 0 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 3 - 9 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 3-9-0

O 2 - 9 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 3-8-8

O 0-0-0

S 0-0-0

C 0-0-0

C 3-7-2

O 0-0-0

S 0-0-0

C 0-0-0

C 3-7-0

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 3-4-8

O 0-0-0

S 0-0-0

C 0-0-0

C 3-4-0

O 0-0-0

S 0-0-0

C 0-0-0

C 3-1-0

O 0-0-0

S 0-0-0

C 0-0-0

C 3-0-8

O 0-0-0

S 0-0-0

C 0-0-0

C 2-9-4

O 0-0-0

S 0-0-0

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CF Steel LLC

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Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 328.3 Minutes ROOF TRUSS

Quote Number:

Span USC 20 - 11 - 0

Truss ID V16

0 Row Lat Br

187.8 Minutes ROOF TRUSS

ROOF TRUSS

USC 20 - 7 - 1

V17

ROOF TRUSS

USC 19 - 9 - 12

V18

ROOF TRUSS

USC 19 - 9 - 0

V19

ROOF TRUSS

USC 31 - 0 - 12

ROOF TRUSS

USC 19 - 8 - 8

V20

ROOF TRUSS

USC 19 - 7 - 0

V21

ROOF TRUSS

USC 19 - 4 - 8

V22

ROOF TRUSS

USC 19 - 4 - 0

V23

ROOF TRUSS

USC 18 - 7 - 0

V24

ROOF TRUSS

USC 18 - 5 - 12

V25

ROOF TRUSS

USC 17 - 9 - 6

V26

ROOF TRUSS

USC 17 - 5 - 4

V27

ROOF TRUSS

USC 16 - 11 - 4

V28

ROOF TRUSS

USC 16 - 11 - 0

V29

ROOF TRUSS 0 Row Lat Br

1 83 lbs. each

USC 28 - 7 - 1

0 Row Lat Br

199.1 Minutes

1 60 lbs. each

0 Row Lat Br

291.0 Minutes

1 62 lbs. each

0 Row Lat Br

281.4 Minutes

1 95 lbs. each

0 Row Lat Br

155.4 Minutes

1 71 lbs. each

0 Row Lat Br

157.0 Minutes

1 109 lbs. each

0 Row Lat Br

292.5 Minutes

1 78 lbs. each

0 Row Lat Br

216.3 Minutes

1 66 lbs. each

0 Row Lat Br

270.2 Minutes

1 66 lbs. each

0 Row Lat Br

209.8 Minutes

1 71 lbs. each

0 Row Lat Br

167.8 Minutes

1 92 lbs. each

0 Row Lat Br

235.0 Minutes

1 96 lbs. each

0 Row Lat Br

168.8 Minutes

1 71 lbs. each

0 Row Lat Br

250.3 Minutes

1 71 lbs. each

0 Row Lat Br

273.4 Minutes

1 127 lbs. each

0 Row Lat Br

169.2 Minutes

Qty Slope

1 129 lbs. each

USC 15 - 9 - 0

V30

1 69 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 20 - 11 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 20 - 7 - 1

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 9 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 9 - 0

O 2 - 9 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 31 - 0 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 8 - 8

O 0-0-0

S 0-0-0

C 0-0-0

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 4 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 19 - 4 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 18 - 7 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 18 - 5 - 12

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 17 - 5 - 4

O 0-0-0

S 0-0-0

C 0-0-0

C 16 - 11 - 4

O 0-0-0

S 0-0-0

C 0-0-0

C 16 - 11 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 9 - 0

O 2 - 9 - 14

O 0-0-0

S 0-0-0

Load By:

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Date: 04-14-2016 Time: 1:39:11 PM

Page: 22 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 151.6 Minutes ROOF TRUSS

Quote Number:

Span USC 15 - 8 - 8

Truss ID V31

0 Row Lat Br

141.3 Minutes ROOF TRUSS

ROOF TRUSS

USC 12 - 9 - 2

V32

ROOF TRUSS

USC 15 - 7 - 0

V33

ROOF TRUSS

USC 15 - 6 - 8

V34

ROOF TRUSS

USC 15 - 4 - 8

V35

ROOF TRUSS

USC 15 - 4 - 4

V36

ROOF TRUSS

USC 15 - 4 - 0

V37

ROOF TRUSS

USC 15 - 1 - 13

V38

ROOF TRUSS

USC 15 - 0 - 12

V39

ROOF TRUSS

USC 27 - 8 - 8

ROOF TRUSS

USC 14 - 10 - 11

V40

ROOF TRUSS

USC 14 - 7 - 0

V41

ROOF TRUSS

USC 14 - 5 - 12

V42

COMMON

USC 11 - 6 - 5

V43

ROOF TRUSS

USC 16 - 4 - 8

V44

ROOF TRUSS 0 Row Lat Br

1 57 lbs. each

USC 13 - 9 - 6

V45

0 Row Lat Br

192.8 Minutes

1 36 lbs. each

0 Row Lat Br

194.2 Minutes

1 54 lbs. each

0 Row Lat Br

153.6 Minutes

1 76 lbs. each

0 Row Lat Br

137.6 Minutes

1 84 lbs. each

0 Row Lat Br

200.3 Minutes

1 124 lbs. each

0 Row Lat Br

197.3 Minutes

1 45 lbs. each

0 Row Lat Br

239.4 Minutes

1 58 lbs. each

0 Row Lat Br

268.7 Minutes

1 63 lbs. each

0 Row Lat Br

199.1 Minutes

2 53 lbs. each

0 Row Lat Br

202.3 Minutes

2 53 lbs. each

0 Row Lat Br

198.9 Minutes

1 54 lbs. each

0 Row Lat Br

187.6 Minutes

1 54 lbs. each

0 Row Lat Br

187.6 Minutes

1 41 lbs. each

0 Row Lat Br

151.1 Minutes

1 55 lbs. each

0 Row Lat Br

224.1 Minutes

Qty Slope

1 59 lbs. each

USC 13 - 8 - 12

V46

1 39 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 15 - 8 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 12 - 9 - 2

O 0-0-0

S 0-0-0

C 0-0-0

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 6 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 4 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 4 - 4

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 1 - 13

O 0-0-0

S 0-0-0

C 0-0-0

C 15 - 0 - 12

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 14 - 10 - 11

O 0-0-0

S 0-0-0

C 0-0-0

C 14 - 7 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 14 - 5 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 6 - 5

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:11 PM

Page: 23 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 145.3 Minutes ROOF TRUSS

Quote Number:

Span USC 13 - 7 - 4

Truss ID V47

0 Row Lat Br

144.6 Minutes ROOF TRUSS

ROOF TRUSS

USC 13 - 4 - 8

V48

ROOF TRUSS

USC 13 - 1 - 13

V49

ROOF TRUSS

USC 27 - 1 - 13

ROOF TRUSS

USC 13 - 1 - 0

V50

ROOF TRUSS

USC 13 - 0 - 8

V51

ROOF TRUSS

USC 12 - 11 - 0

V52

ROOF TRUSS

USC 12 - 7 - 1

V53

ROOF TRUSS

USC 11 - 9 - 12

V54

ROOF TRUSS

USC 11 - 9 - 0

V55

ROOF TRUSS

USC 11 - 8 - 8

V56

ROOF TRUSS

USC 11 - 7 - 2

V57

ROOF TRUSS

USC 11 - 7 - 0

V58

ROOF TRUSS

USC 11 - 4 - 8

V59

ROOF TRUSS

USC 23 - 8 - 8

ROOF TRUSS 0 Row Lat Br

1 101 lbs. each

USC 11 - 4 - 0

V60

0 Row Lat Br

183.0 Minutes

1 36 lbs. each

0 Row Lat Br

193.0 Minutes

1 43 lbs. each

0 Row Lat Br

239.4 Minutes

1 37 lbs. each

0 Row Lat Br

138.6 Minutes

1 38 lbs. each

0 Row Lat Br

203.7 Minutes

1 52 lbs. each

0 Row Lat Br

139.3 Minutes

1 38 lbs. each

0 Row Lat Br

139.6 Minutes

1 41 lbs. each

0 Row Lat Br

189.7 Minutes

1 43 lbs. each

0 Row Lat Br

139.9 Minutes

2 43 lbs. each

0 Row Lat Br

142.3 Minutes

1 78 lbs. each

0 Row Lat Br

191.9 Minutes

1 104 lbs. each

0 Row Lat Br

180.6 Minutes

1 51 lbs. each

0 Row Lat Br

191.8 Minutes

1 45 lbs. each

0 Row Lat Br

243.7 Minutes

1 46 lbs. each

0 Row Lat Br

187.4 Minutes

Qty Slope

1 48 lbs. each

USC 11 - 4 - 0

V61

1 47 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 13 - 7 - 4

O 0-0-0

S 0-0-0

C 0-0-0

C 13 - 4 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 13 - 1 - 13

O 0-0-0

S 0-0-0

C 0-0-0

C 27 - 1 - 13

O 0-0-0

S 0-0-0

C 0-0-0

C 13 - 1 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 13 - 0 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 12 - 11 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 12 - 7 - 1

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 9 - 12

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 9 - 0

O 2 - 9 - 14

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 8 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 7 - 2

O 0-0-0

S 0-0-0

C 0-0-0

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 4 - 8

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 4 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:11 PM

Page: 24 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 186.4 Minutes ROOF TRUSS

Quote Number:

Span USC 11 - 1 - 13

Truss ID V62

0 Row Lat Br

153.7 Minutes ROOF TRUSS

ROOF TRUSS

USC 11 - 1 - 0

V63

ROOF TRUSS

USC 11 - 0 - 8

V64

ROOF TRUSS

USD 11 - 0 - 0

V65

ROOF TRUSS

USD 11 - 0 - 0

V66

ROOF TRUSS

USD 11 - 0 - 0

V67

ROOF TRUSS

USD 11 - 0 - 0

V68

ROOF TRUSS

USD 11 - 0 - 0

V69

ROOF TRUSS

USC 20 - 9 - 2

ROOF TRUSS

USD 11 - 0 - 0

V70

ROOF TRUSS

USD 11 - 0 - 0

V71

ROOF TRUSS

USD 11 - 0 - 0

V72

ROOF TRUSS

USD 11 - 0 - 0

V73

ROOF TRUSS

USD 11 - 0 - 0

V74

ROOF TRUSS

USD 11 - 0 - 0

V75

ROOF TRUSS 1 Row Lat Br

1 98 lbs. each

USD 11 - 0 - 0

V76

1 Row Lat Br

167.9 Minutes

1 98 lbs. each

1 Row Lat Br

167.9 Minutes

1 99 lbs. each

1 Row Lat Br

172.9 Minutes

1 99 lbs. each

1 Row Lat Br

172.9 Minutes

1 99 lbs. each

1 Row Lat Br

172.9 Minutes

1 100 lbs. each

1 Row Lat Br

172.9 Minutes

1 76 lbs. each

1 Row Lat Br

172.9 Minutes

1 100 lbs. each

0 Row Lat Br

172.9 Minutes

1 101 lbs. each

1 Row Lat Br

181.1 Minutes

1 101 lbs. each

1 Row Lat Br

172.9 Minutes

1 101 lbs. each

1 Row Lat Br

172.9 Minutes

1 102 lbs. each

1 Row Lat Br

172.9 Minutes

1 35 lbs. each

1 Row Lat Br

172.9 Minutes

1 52 lbs. each

0 Row Lat Br

172.9 Minutes

1 40 lbs. each

0 Row Lat Br

137.6 Minutes

Qty Slope

1 90 lbs. each

USD 11 - 0 - 0

V77

1 89 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 11 - 1 - 13

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 1 - 0

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 8

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 3 - 9 - 15

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:11 PM

Page: 25 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 167.9 Minutes ROOF TRUSS

Quote Number:

Span USD 11 - 0 - 0

Truss ID V78

1 Row Lat Br

167.9 Minutes ROOF TRUSS

ROOF TRUSS

USD 11 - 0 - 0

V79

ROOF TRUSS

USC 23 - 2 - 1

ROOF TRUSS

USD 11 - 0 - 0

V80

ROOF TRUSS

USD 11 - 0 - 0

V81

ROOF TRUSS

USD 11 - 0 - 0

V82

ROOF TRUSS

USD 11 - 0 - 0

V83

ROOF TRUSS

USD 11 - 0 - 0

V84

ROOF TRUSS

USD 11 - 0 - 0

V85

ROOF TRUSS

USD 11 - 0 - 0

V86

ROOF TRUSS

USC 10 - 10 - 11

V87

ROOF TRUSS

USC 10 - 7 - 0

V88

ROOF TRUSS

USC 10 - 5 - 12

V89

ROOF TRUSS

USC 23 - 4 - 0

ROOF TRUSS

USD 10 - 4 - 0

V90

ROOF TRUSS 1 Row Lat Br

1 91 lbs. each

USD 10 - 4 - 0

V91

1 Row Lat Br

166.1 Minutes

1 87 lbs. each

1 Row Lat Br

166.1 Minutes

1 38 lbs. each

0 Row Lat Br

166.1 Minutes

1 51 lbs. each

0 Row Lat Br

235.7 Minutes

1 56 lbs. each

0 Row Lat Br

185.4 Minutes

1 86 lbs. each

0 Row Lat Br

145.3 Minutes

1 86 lbs. each

1 Row Lat Br

195.8 Minutes

1 87 lbs. each

1 Row Lat Br

167.9 Minutes

1 87 lbs. each

1 Row Lat Br

167.9 Minutes

1 87 lbs. each

1 Row Lat Br

167.9 Minutes

1 88 lbs. each

1 Row Lat Br

167.9 Minutes

1 88 lbs. each

1 Row Lat Br

167.9 Minutes

1 83 lbs. each

1 Row Lat Br

167.9 Minutes

1 89 lbs. each

0 Row Lat Br

167.9 Minutes

1 89 lbs. each

1 Row Lat Br

270.4 Minutes

Qty Slope

1 90 lbs. each

USD 10 - 4 - 0

V92

1 90 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 23 - 2 - 1

O 3-9-0

O 0-0-0

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 11 - 0 - 0

O 0-0-0

O 3-2-8

S 0-0-0

C 0-0-0

C 10 - 10 - 11

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 7 - 0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

O 0-0-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

Load By:

Delivery List

Date: 04-14-2016 Time: 1:39:11 PM

Page: 26 of 26

CF Steel LLC

To:

Deliver To:

Project: Designer: PW Salesperson:

Account Number: Contact Name: Phone Number: Fax Number:

Contact Name: Phone Number: Fax Number: Tentative Delivery Date:

Project ID:

ouar196

Profile

Job Number:

Truss Type 166.1 Minutes ROOF TRUSS

Quote Number:

Span USD 10 - 4 - 0

Truss ID V93

1 Row Lat Br

166.1 Minutes ROOF TRUSS

ROOF TRUSS

USD 10 - 4 - 0

V94

ROOF TRUSS

USD 10 - 4 - 0

V95

ROOF TRUSS

USD 10 - 4 - 0

V96

ROOF TRUSS

USD 10 - 4 - 0

V97

ROOF TRUSS 1 Row Lat Br

1 88 lbs. each

USD 10 - 4 - 0

V98

1 Row Lat Br

146.0 Minutes

1 88 lbs. each

1 Row Lat Br

146.0 Minutes

1 89 lbs. each

1 Row Lat Br

165.9 Minutes

1 89 lbs. each

1 Row Lat Br

166.1 Minutes

1 89 lbs. each

1 Row Lat Br

166.1 Minutes

Qty Slope

1 96 lbs. each

USD 10 - 4 - 0

V99

1 96 lbs. each

12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00

PO Number:

Left

Right

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

C 0-0-0

C 10 - 4 - 0

O 3-2-8

O 0-8-0

S 0-0-0

Load By:

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL1

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:37 2016 Page 1 Galvanization = G60 Truss weight = 78 lbs

SCREW QTY (Total = 27 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, C‐B:2, C‐D:2, D‐F:2, F‐D:3, H‐B:3 WEBS B‐G:2, C‐F:2, C‐G:2 1-0-4

6-0-9

5-4-7

2-2-6

-1-0-3

6-0-9

11-5-0

13-7-6

E 12.00 12

I D

10-10-8

4.00 12 8-10-10

325USJD073x8 C2

1-6-0

A B

3 3

H SCREW QTY WEBS

2 2

6-0-9

5-4-7

6-0-9

11-5-0

F‐C:2, G‐B:2, G‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.16 WB 0.30

DEFL (in) (loc) l/defl Vert(LL) 0.21 E >244 Vert(TL) 0.20 E >249 Horz(TL) ‐0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/0‐4‐0/WFB, F/0‐4‐0/UKN Max Down H=1023(LC No. 1‐D+Lr), F=1227(LC No. 1‐D+Lr) H=‐39(LC No. 10‐0.6D+MWFRS L to R), F=‐877(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐972/38, A‐B=0/51, B‐C=‐882/0, C‐D=‐772/306, D‐I=‐222/0, E‐I=‐150/0, D‐F=‐739/914 BOT CHORD G‐H=‐927/349, F‐G=‐109/685 WEBS B‐G=0/889, C‐G=‐191/142, C‐F=‐819/130 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 69.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 828 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL1A

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:39 2016 Page 1 Galvanization = G60 Truss weight = 77 lbs

SCREW QTY (Total = 25 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, B‐A:2, B‐C:2, C‐E:2, E‐C:3, G‐A:2 WEBS A‐F:2, B‐E:2, B‐F:2 6-0-9

5-4-7

2-2-6

6-0-9

11-5-0

13-7-6

D 12.00 12

H C

10-10-8

4.00 12 8-10-10

325USJD073x8 B2 2

2 2

1-6-0

A 2 2 2

G SCREW QTY WEBS

6-0-9

5-4-7

6-0-9

11-5-0

E‐B:2, F‐A:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.78 BC 0.16 WB 0.31

DEFL (in) (loc) l/defl Vert(LL) 0.21 D >238 Vert(TL) 0.21 D >243 Horz(TL) ‐0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/0‐4‐0/WFB, E/0‐4‐0/WFB Max Down G=857(LC No. 1‐D+Lr), E=1235(LC No. 1‐D+Lr) E=‐825(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐806/0, A‐B=‐855/0, B‐C=‐737/307, C‐H=‐222/0, D‐H=‐150/0, C‐E=‐739/924 BOT CHORD F‐G=‐879/354, E‐F=‐119/697 WEBS A‐F=0/849, B‐F=‐178/142, B‐E=‐834/142 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 59.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 762 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL1B

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:42 2016 Page 1 Galvanization = G60 Truss weight = 126 lbs

SCREW QTY (Total = 62 ). All Screws Are #12‐14 T/3 CHORDS A‐G:4, B‐A:2, B‐C:2, C‐E:3, E‐C:4, G‐A:4 WEBS A‐F:4, B‐E:4, B‐F:4, E‐B:4 1-3-11

5-4-7

2-2-6

1-3-11

6-8-2

8-10-8

12.00 12

4.00 12 C 3

325USJD073x8

12-11-15

18-9-10

20-9-8

A2 B2

5 44

SCREW QTY CHORDS WEBS

1-3-11

5-4-7

1-3-11

6-8-2

0-0-0

325USJ073x8 GF E H 35USKW

1-11-0

4 44

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

E ‐F:5 F‐A:4, F‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.17 WB 0.82

DEFL (in) (loc) l/defl Vert(LL) 0.17 D >288 Vert(TL) 0.16 D >309 Horz(TL) 0.02 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 60 USWD 073 50, C‐H 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐H, C‐E 362S162‐43 B‐F Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)G/0‐4‐0/USKW, H/0‐4‐0/WFB Max Down G=1019(LC No. 14‐0.6D+MWFRS 3E L), H=873(LC No. 1‐D+Lr) Max Uplift H=‐1168(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐1591/313, A‐B=‐142/34, B‐C=‐736/311, C‐D=‐222/0, E‐H=‐1185/2241, C‐E=‐739/960 BOT CHORD F‐G=‐760/327, E‐F=‐580/285 WEBS B‐E=‐700/1424, B‐F=‐1717/514, A‐F=‐342/1584 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 34.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 413 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL1C

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:45 2016 Page 1 Galvanization = G60 Truss weight = 67 lbs

SCREW QTY (Total = 57 ). All Screws Are #12‐14 T/3 CHORDS A‐E:4, B‐D:2, D‐B:4, E‐A:4 WEBS A‐D:4, D‐A:4 2-8-2

0-7-0

2-8-2

3-3-2

12.00 12

C B 2

16-1-8

18-9-10

19-2-3

-1-0-0

35USKW

2-11-0

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO 325USJ073x8 E D F MATCH TOS IN FIELD 5

2-8-2 2-8-2

SCREW QTY CHORDS

D‐E:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.03 WB 0.40

DEFL (in) (loc) l/defl Vert(LL) 0.01 C >831 Vert(TL) 0.01 C >908 Horz(TL) 0.03 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F, B‐D 362S162‐43 A‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc A‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)E/0‐4‐0/USKW, F/0‐4‐0/WFB Max Down E=903(LC No. 14‐0.6D+MWFRS 3E L), F=290(LC No. 1‐D+Lr) Max Uplift E=‐84(LC No. 12‐0.6D+MWFRS 2E L), F=‐943(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐1747/784, A‐B=‐259/125, B‐C=‐63/0, D‐F=‐1077/1935, B‐D=‐267/334 BOT CHORD D‐E=‐243/126 WEBS A‐D=‐841/1625 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 12.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 145 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL2

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:47 2016 Page 1 Galvanization = G60 Truss weight = 118 lbs

SCREW QTY (Total = 38 ). All Screws Are #12‐14 T/3 CHORDS A‐I:2, C‐B:2, C‐D:2, D‐E:2, E‐D:2, I‐A:2 WEBS A‐H:2, B‐F:2, C‐E:2, C‐F:2, E‐C:2 1-4-0

3-5-13

4-5-3

1-4-0

4-9-13

9-3-0

12.00 12 4.00 12

C2 2

2 2 2 22 2

17-10-6

1-10-15

7-8-14

325USJD073x8

325USJ073x8 I H

22 2

SCREW QTY CHORDS WEBS

1-4-0

3-5-13

4-5-3

1-4-0

4-9-13

9-3-0

0-0-0

G 325USJ073x8 F E

J BOTTOM CHORD TO BE LOOSE SHIPPED

MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

‐H:2, E‐F:2, G‐H:2, H‐B:2, H‐I:2 B F‐B:2, F‐C:2, H‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.54 WB 0.47

DEFL (in) (loc) l/defl Vert(LL) 0.09 F‐G >999 Vert(TL) ‐0.09 F‐G >999 Horz(TL) ‐0.28 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐I 362 USWD 046 50, D‐J 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐J, D‐E

REACTIONS (jt/size/material)I/0‐4‐0/WFB, J/0‐4‐0/WFB I=716(LC No. 1‐D+Lr), J=716(LC No. 1‐D+Lr) Max Down Max Uplift I=‐157(LC No. 12‐0.6D+MWFRS 2E L), J=‐103(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐I=‐703/160, A‐B=‐326/76, B‐C=‐422/217, C‐D=‐237/194, E‐J=‐718/430, D‐E=‐333/253 BOT CHORD H‐I=‐506/340, G‐H=‐2/38, B‐H=‐336/165, F‐G=‐10/43, E‐F=‐53/143 WEBS B‐F=‐161/317, C‐F=‐200/147, C‐E=‐419/187, A‐H=‐136/425 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 35.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 346 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL2A

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:50 2016 Page 1 Galvanization = G60 Truss weight = 102 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, B‐A:2, B‐C:2, C‐D:2, D‐C:2, F‐A:4 WEBS A‐E:2, B‐D:2, B‐E:2, D‐B:2 1-3-11

4-5-3

1-3-11

5-8-14

12.00 12 4.00 12

C 2

325USJD073x8 A2 B22 2

12-11-15

17-10-6

17-7-14

22 3

0-0-0

1-11-0

325USJ073x8 F E D BOTTOM CHORD TO BE LOOSE SHIPPED G MOVE UP VERTICALLY AS REQUIRED TO 35USKW SCREW QTY CHORDS WEBS

1-3-11

4-5-3

1-3-11

5-8-14

MATCH TOS IN FIELD

‐E:3 D E‐A:2, E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.67 BC 0.10 WB 0.83

DEFL (in) (loc) l/defl Vert(LL) 0.00 D‐E >999 Vert(TL) ‐0.01 D‐E >999 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐C

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐G, C‐D

REACTIONS (jt/size/material)F/0‐4‐0/USKW, G/0‐4‐0/WFB Max Down F=472(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), G=435(LC No. 1‐D+Lr) F=‐87(LC No. 12‐0.6D+MWFRS 2E L), G=‐455(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐732/335, A‐B=‐69/39, B‐C=‐245/197, D‐G=‐1009/1088, C‐D=‐338/267 BOT CHORD E‐F=‐397/279, D‐E=‐303/232 WEBS A‐E=‐368/762, B‐E=‐841/509, B‐D=‐680/890 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 184 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL2B

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:53 2016 Page 1 Galvanization = G60 Truss weight = 65 lbs

SCREW QTY (Total = 38 ). All Screws Are #12‐14 T/3 CHORDS A‐D:3, B‐C:2, C‐B:3, D‐A:4 WEBS A‐C:3, C‐A:3 1-8-14 1-8-14

12.00 12

B A

16-1-8

17-10-6

17-7-14

1-8-14

0-0-0

325USJ073x8 D C E 35USKW

1-11-0

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

1-8-14

SCREW QTY CHORDS

C‐D:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.01 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.00 C >999 Vert(TL) 0.00 C >999 Horz(TL) 0.04 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E, B‐C, A‐C 362S162‐43 A‐D Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/0‐4‐0/USKW, E/0‐4‐0/WFB Max Down D=563(LC No. 14‐0.6D+MWFRS 3E L), E=327(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift D=‐249(LC No. 12‐0.6D+MWFRS 2E L), E=‐568(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐1243/887, A‐B=‐88/70, C‐E=‐1050/1317, B‐C=‐119/98 BOT CHORD C‐D=‐104/78 WEBS A‐C=‐918/1224 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 5.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 55 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL3

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:00:58 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 40 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, E‐F:2, F‐E:3, I‐B:3 WEBS B‐H:2, C‐H:4, D‐G:2 2-7-2

2-0-0

5-4-2

5-7-12

-2-7-1

2-0-0

7-4-2

12-11-15

E D N

2 2

8.49 12

1-10-0

K 4

B 2 2

I SCREW QTY CHORDS WEBS

11-0-4

10-10-0

0-0-15 1-11-1

5-4-2

5-7-12

0-0-15

7-4-2

12-11-15

2-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐F:2, H‐I:8 G G‐D:2, H‐B:2, H‐C:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.81 BC 0.02 WB 0.42

DEFL (in) (loc) l/defl Vert(LL) 0.06 G >999 Vert(TL) ‐0.10 G >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐I 362 USWD 046 50, E‐F 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)I/2‐9‐6/UKN, F/10‐1‐9/UKN, H/2‐9‐6/UKN Max Down I=485(LC No. 12‐0.6D+MWFRS 2E L), F=896(LC No. 1‐D+Lr), H=2199(LC No. 3‐D+Unbal.Lr R) I=‐849(LC No. 3‐D+Unbal.Lr R), F=‐269(LC No. 14‐0.6D+MWFRS 3E L), H=‐850(LC No. 11‐0.6D+MWFRS R to L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐486/868, A‐B=0/218, B‐J=‐234/601, C‐J=‐215/602, C‐K=‐627/225, K‐L=‐466/163, L‐M=‐219/75, M‐N=‐51/112, D‐N=‐158/507, D‐E=‐175/569, E‐F=‐889/272 BOT CHORD F‐G=0/0, H‐I=‐1/1 WEBS B‐H=‐59/413, C‐H=‐2180/776, D‐G=‐0/10 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 78.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 199 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) K,L, G. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DEL3A

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:01 2016 Page 1 Galvanization = G60 Truss weight = 75 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:2, D‐C:2, F‐A:2 WEBS A‐E:2, B‐E:3 5-1-15

5-1-15

10-3-15

C L

12.00 12 J 11-11-8

12-3-5

B 3

I H

1-11-6

G A 2 2 2

F SCREW QTY WEBS

5-1-15

10-3-15

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E‐A:2, E‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.08 WB 0.50

DEFL (in) (loc) l/defl Vert(LL) 0.00 E‐F >999 Vert(TL) ‐0.00 E‐F >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/2‐0‐0/CON, D/8‐3‐15/UKN, E/8‐3‐15/UKN Max Down F=209(LC No. 1‐D+Lr), D=327(LC No. 1‐D+Lr), E=1239(LC No. 1‐D+Lr) F=‐74(LC No. 12‐0.6D+MWFRS 2E L), D=‐71(LC No. 14‐0.6D+MWFRS 3E L), E=‐428(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐215/88, A‐G=‐233/160, G‐H=‐227/166, H‐I=‐284/240, B‐I=‐340/419, B‐J=‐476/126, J‐K=‐158/45, K‐L=‐112/163, C‐L=‐105/193, C‐D=‐309/129 BOT CHORD E‐F=‐236/183, D‐E=‐0/1 WEBS A‐E=‐194/250, B‐E=‐1176/515 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 33.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 115 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) G,E, J. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr: Uniform Loads (plf) Vert: A‐G=‐70.0, G‐L=‐35.0, C‐L=‐70.0, D‐F=‐10.0 Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELCG

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:06 2016 Page 1 Galvanization = G60 Truss weight = 198 lbs

SCREW QTY (Total = 122 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, C‐B:2, C‐D:2, D‐C:2, D‐E:2, F‐G:2, G‐F:5, L‐A:2 WEBS A‐K:3, B‐I:2, D‐H:2, D‐I:2, E‐G:5, E‐H:6, G‐E:4 1-10-10

4-6-10

0-6-0

2-10-2

3-0-10

1-10-10

6-5-4

6-11-4

9-9-6

12-10-0

4.248.49 12 12 2.83 12

2 2 2 22

A B2 2 2 3 2 3 2 2

525USJ073x12 L K

5 45

N 325USJ073x8 I HO G

0-0-0

2 2

17-8-4

1-10-15

7-7-13

E 325USJD073x8 325USJD073x8 5 6 CD2

BOTTOM CHORD TO BE LOOSE SHIPPED

M MOVE UP VERTICALLY AS REQUIRED TO

MATCH TOS IN FIELD SCREW QTY CHORDS WEBS

1-10-10

4-6-10

0-6-0

2-10-2

3-0-10

1-10-10

6-5-4

6-11-4

9-9-6

12-10-0

‐K:2, G‐H:5, J‐K:2, K‐B:2, K‐L:2 B H‐D:2, H‐E:4, I‐B:2, I‐D:2, K‐A:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.77 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) 0.19 I‐J >778 Vert(TL) ‐0.19 I‐J >811 Horz(TL) 0.29 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* B‐J 60 USWD 046 50, G‐J 55 USD 073 50 WEBS 362 USWD 046 50 *Except* E‐G 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐C,C‐D,D‐F

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt G‐M, F‐G 362S162‐43 E‐H Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐54 E‐G Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)L/0‐4‐3/WFB, M/0‐4‐3/WFB Max Down L=930(LC No. 1‐D+Lr), M=613(LC No. 1‐D+Lr) Max Uplift L=‐167(LC No. 12‐0.6D+MWFRS 2E L), M=‐287(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐910/772, A‐B=‐834/910, B‐C=‐423/437, C‐D=‐359/445, D‐E=‐570/400, E‐F=‐5/3, G‐M=‐2890/1919, F‐G=‐7/3 BOT CHORD K‐L=‐141/98, J‐K=‐397/384, B‐K=‐561/407, J‐N=‐224/176, I‐N=‐245/183, H‐I=‐410/395, H‐O=‐376/554, G‐O=‐312/438 WEBS A‐K=‐1204/1060, B‐I=‐400/492, D‐I=‐460/494, D‐H=‐492/362, E‐H=‐1732/2464, E‐G=‐2185/1538 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 52.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 141 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Attach 35USGP x 12" at location of tie‐in trusses ‐ See US2US‐24. 7) Attach 35USGPX x 12 inch at location of tie‐in trusses ‐ See US2US‐23. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR1

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:09 2016 Page 1 Galvanization = G60 Truss weight = 4 lbs 2-2-11 2-2-11

Engineered connection required

Engineered connection required 2-2-11 2-2-11

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.03

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) ‐0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐3‐15/UKN Max Down A=68(LC No. 1‐D+Lr), B=68(LC No. 1‐D+Lr) Max Uplift A=‐26(LC No. 12‐0.6D+MWFRS 2E L), B=‐26(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 3.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR2

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:11 2016 Page 1 Galvanization = G60 Truss weight = 7 lbs 4-2-11 4-2-11

Engineered connection required

Engineered connection required 4-2-11 4-2-11

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.07

DEFL (in) (loc) l/defl Vert(LL) 0.01 A‐B >999 Vert(TL) ‐0.01 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐3‐15/UKN Max Down A=138(LC No. 1‐D+Lr), B=138(LC No. 1‐D+Lr) Max Uplift A=‐54(LC No. 12‐0.6D+MWFRS 2E L), B=‐54(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 7.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR3

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:14 2016 Page 1 Galvanization = G60 Truss weight = 10 lbs 6-2-11 6-2-11

Engineered connection required

Engineered connection required 6-2-11 6-2-11

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.15

DEFL (in) (loc) l/defl Vert(LL) 0.03 A‐B >999 Vert(TL) ‐0.03 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐3‐15/UKN Max Down A=208(LC No. 1‐D+Lr), B=208(LC No. 1‐D+Lr) Max Uplift A=‐81(LC No. 12‐0.6D+MWFRS 2E L), B=‐81(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 11.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR4

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:16 2016 Page 1 Galvanization = G60 Truss weight = 14 lbs 8-2-11 8-2-11

Engineered connection required

8-2-11 8-2-11

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27

DEFL (in) (loc) l/defl Vert(LL) 0.08 A‐B >999 Vert(TL) ‐0.09 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐3‐15/UKN Max Down A=278(LC No. 1‐D+Lr), B=278(LC No. 1‐D+Lr) Max Uplift A=‐108(LC No. 12‐0.6D+MWFRS 2E L), B=‐108(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR5

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:19 2016 Page 1 Galvanization = G60 Truss weight = 10 lbs 6-2-14 6-2-14

Engineered connection required

Engineered connection required 6-2-14 6-2-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.15

DEFL (in) (loc) l/defl Vert(LL) 0.03 A‐B >999 Vert(TL) ‐0.03 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐3‐15/UKN, B/0‐2‐15/UKN Max Down A=208(LC No. 1‐D+Lr), B=208(LC No. 1‐D+Lr) Max Uplift A=‐81(LC No. 12‐0.6D+MWFRS 2E L), B=‐81(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 11.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR6

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:21 2016 Page 1 Galvanization = G60 Truss weight = 14 lbs 8-2-14 8-2-14

Engineered connection required

8-2-14 8-2-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27

DEFL (in) (loc) l/defl Vert(LL) 0.08 A‐B >999 Vert(TL) ‐0.09 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐3‐15/UKN, B/0‐2‐15/UKN Max Down A=278(LC No. 1‐D+Lr), B=278(LC No. 1‐D+Lr) Max Uplift A=‐108(LC No. 12‐0.6D+MWFRS 2E L), B=‐108(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR7

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:24 2016 Page 1 Galvanization = G60 Truss weight = 17 lbs 10-2-14 10-2-14

Engineered connection required

10-2-14 10-2-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.42

DEFL (in) (loc) l/defl Vert(LL) 0.18 A‐B >670 Vert(TL) ‐0.21 A‐B >560 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐3‐15/UKN, B/0‐2‐15/UKN Max Down A=348(LC No. 1‐D+Lr), B=348(LC No. 1‐D+Lr) Max Uplift A=‐135(LC No. 12‐0.6D+MWFRS 2E L), B=‐135(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 33.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

DELR8

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:27 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs 12-2-14 12-2-14

Engineered connection required

12-2-14 12-2-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.35 A‐B >416 Vert(TL) ‐0.44 A‐B >323 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐3‐15/UKN, B/0‐2‐15/UKN Max Down A=418(LC No. 1‐D+Lr), B=418(LC No. 1‐D+Lr) Max Uplift A=‐81(LC No. 10‐0.6D+MWFRS L to R), B=‐81(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 47.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:30 2016 Page 1 Galvanization = G60 Truss weight = 291 lbs

SCREW QTY (Total = 106 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:3, L‐J:4, Q‐B:5 WEBS B‐P:2, C‐O:2, C‐P:2, D‐O:3, E‐G:2, G‐E:2, H‐N:2, I‐M:2, J‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

U 2

W H

D 21-2-2

16-0-0

S C

LABEL 2 2 R G1L

12-5-3

3 5

3 8 6

Q x 54 milPBent Angle O Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

4 3

1-8-10

1-11-6

12-2-7 A

I LABEL X G1R

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

7-7-6

3-8-5

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

23-4-5

27-0-10

33-0-8

39-4-0

‐M:3, O‐P:8 N M‐I:4, M‐J:3, N‐H:3, O‐C:3, O‐D:6, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐4‐3 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.33 WB 0.79

DEFL (in) (loc) l/defl Vert(LL) 0.05 A >841 Vert(TL) ‐0.04 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐Q 362 USWD 046 50, F‐K 55 USD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐O Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc H‐N Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Max Down Q=1516(LC No. 1‐D+Lr), L=1158(LC No. 1‐D+Lr), O=2202(LC No. 2‐D+Unbal.Lr L), P=1292(LC No. 1‐D+Lr), N=794(LC No. 3‐D+Unbal.Lr R), M=858(LC No. 3‐D+Unbal.Lr R) Max Uplift Q=‐9(LC No. 10‐0.6D+MWFRS L to R), O=‐960(LC No. 11‐0.6D+MWFRS R to L), P=‐283(LC No. 14‐0.6D+MWFRS 3E L), N=‐215(LC No. 10‐0.6D+MWFRS L to R), M=‐332(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal Q=1(LC No. 10‐0.6D+MWFRS L to R), L=‐1(LC No. 10‐0.6D+MWFRS L to R), O=‐391(LC No. 2‐D+Unbal.Lr L), P=834(LC No. 1‐D+Lr), N=1(LC No. 10‐0.6D+MWFRS L to R), M=‐633(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐1444/71, A‐B=0/152, B‐R=‐1301/167, C‐R=‐869/207, C‐S=‐1799/366, D‐S=‐822/383, D‐T=‐958/233, E‐T=‐840/283, E‐U=‐599/32, F‐U=‐350/93, F‐V=‐350/77, G‐V=‐501/55, G‐W=‐779/260, H‐W=‐897/210, H‐I=‐908/41, I‐X=‐707/187, J‐X=‐893/67, J‐K=0/134, J‐L=‐1084/0 BOT CHORD P‐Q=‐1/1, O‐P=0/0, M‐N=‐1/1, L‐M=‐1/1 WEBS D‐O=‐1614/594, C‐P=‐1281/294, B‐P=‐111/864, H‐N=‐723/240, I‐M=‐838/433, J‐M=‐200/686, E‐G=‐447/351, C‐O=‐652/493

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) S. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:56 2016 Page 1 Galvanization = G60 Truss weight = 294 lbs

SCREW QTY (Total = 111 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:2, F‐E:2, F‐G:2, J‐L:2, L‐J:2, Q‐B:4 WEBS B‐P:2, C‐O:2, C‐P:2, D‐O:4, E‐G:2, G‐E:3, H‐N:3, I‐M:2, J‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

U 2

W H

D 21-2-2

16-0-0

S C

LABEL 2 2 R G2L

12-5-3

2 4

3 9 7

Q x 54 milPBent Angle O Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

2 2

1-8-10

1-11-6

12-2-7 A

I LABEL X G2R

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

7-7-6

3-8-5

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

23-4-5

27-0-10

33-0-8

39-4-0

‐M:5, O‐P:9 N M‐I:4, M‐J:2, N‐H:5, O‐C:3, O‐D:7, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐4‐3 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.33 WB 0.85

DEFL (in) (loc) l/defl Vert(LL) 0.06 A >758 Vert(TL) 0.04 A >997 Horz(TL) 0.32 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐Q 362 USWD 046 50, F‐K 55 USD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐O 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 H‐N Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc D‐O Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐54

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Max Down Q=971(LC No. 2‐D+Unbal.Lr L), L=591(LC No. 1‐D+Lr), O=2689(LC No. 1‐D+Lr), P=1218(LC No. 2‐D+Unbal.Lr L), N=1306(LC No. 1‐D+Lr), M=843(LC No. 3‐D+Unbal.Lr R) Max Uplift Q=‐703(LC No. 10‐0.6D+MWFRS L to R), L=‐279(LC No. 15‐0.6D+MWFRS 3E R), O=‐968(LC No. 11‐0.6D+MWFRS R to L), P=‐479(LC No. 14‐0.6D+MWFRS 3E L), M=‐360(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐898/775, A‐B=0/152, B‐R=‐691/946, C‐R=‐470/977, C‐S=‐1244/1390, D‐S=‐857/991, D‐T=‐800/733, E‐T=‐750/753, E‐U=‐652/0, F‐U=‐513/0, F‐V=‐455/33, G‐V=‐586/0, G‐W=‐728/737, H‐W=‐748/687, H‐I=‐713/1036, I‐X=‐82/540, J‐X=‐231/416, J‐K=0/134, J‐L=‐517/539 BOT CHORD P‐Q=‐713/703, O‐P=‐257/399, M‐N=‐1/2, L‐M=‐1/2 WEBS D‐O=‐2100/623, C‐P=‐1090/704, B‐P=‐682/515, H‐N=‐1236/0, I‐M=‐892/619, J‐M=0/0, E‐G=‐693/1194, C‐O=‐664/427 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 713 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) S. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:31 2016 Page 1 Galvanization = G60 Truss weight = 243 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:2, L‐J:3, Q‐B:4 WEBS B‐P:3, C‐P:3, D‐O:4, E‐G:3, G‐E:3, H‐N:4, I‐M:3, J‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

T 3

V H

D 4

16-0-0

21-2-2

12-5-3

12-2-7

3 4

Q x 54 mil P O Replace BC with 3-1/2" x 1-1/2" Bent Angle SCREW QTY CHORDS WEBS

I LABEL W G3R

3 2

6-2-2

5-10-8

7-7-6

3-8-5

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

23-4-5

27-0-10

33-0-8

39-4-0

1-8-10

1-11-6

LABEL R G3L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐M:6, O‐P:6 N M‐I:5, M‐J:2, N‐H:6, O‐D:6, P‐B:4, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.21 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >796 Horz(TL) 0.48 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Q=1038(LC No. 11‐0.6D+MWFRS R to L), L=650(LC No. 1‐D+Lr), O=1688(LC No. 1‐D+Lr), P=840(LC No. 2‐D+Unbal.Lr L), N=1694(LC No. 1‐D+Lr), M=847(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐959(LC No. 10‐0.6D+MWFRS L to R), L=‐220(LC No. 15‐0.6D+MWFRS 3E R), O=‐446(LC No. 11‐0.6D+MWFRS R to L), P=‐429(LC No. 14‐0.6D+MWFRS 3E L), M=‐432(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐1030/948, A‐B=0/192, B‐R=‐1153/1224, C‐R=‐1053/1292, C‐D=‐932/1299, D‐S=‐971/768, E‐S=‐908/831, E‐T=‐826/0, F‐T=‐651/25, F‐U=‐652/76, G‐U=‐827/21, G‐V=‐909/831, H‐V=‐972/768, H‐I=‐841/995, I‐W=‐65/456, W‐X=‐91/339, J‐X=‐260/314, J‐K=‐12/167, J‐L=‐604/433 BOT CHORD P‐Q=‐917/842, O‐P=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS B‐P=‐872/950, C‐P=‐1084/695, D‐O=‐1644/444, H‐N=‐1649/0, I‐M=‐1097/761, J‐M=0/0, E‐G=‐808/1290 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 917 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) K. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:36 2016 Page 1 Galvanization = G60 Truss weight = 202 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, G‐H:2, H‐G:3, M‐A:3 WEBS B‐M:4, C‐L:2, D‐L:4, F‐I:4, G‐I:2 5-6-13

5-3-3

3-11-7

4-3-1

5-6-13

10-10-0

14-9-7

18-8-15

23-0-0

3-0-0

A 2 3

O P

Dropped Leg to be shipped loose installed in field 54 BC 4 M325USJ073x8 Q R 2 2

12.00 12 S

24-6-3

4 6 6

21-6-6

21-10-0

12.00 12

U V

F 4

2 9

N J SCREW QTY CHORDS WEBS

3 2

1-10-0

WG X

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-6-13

5-3-3

3-11-7

4-3-1

5-6-13

10-10-0

14-9-7

18-8-15

23-0-0

E ‐K:6, J‐K:9, K‐L:6, M‐L:5 I‐F:6, I‐G:3, L‐C:2, L‐D:4, M‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐10‐1 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.42 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.08 K‐L >999 Vert(TL) ‐0.11 L‐M >999 Horz(TL) ‐0.22 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* E‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐M M‐N, A‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)H/12‐2‐0/UKN, N/0‐6‐0/UKN, J/12‐2‐0/UKN, I/12‐2‐0/UKN Max Down H=412(LC No. 15‐0.6D+MWFRS 3E R), N=1284(LC No. 1‐D+Lr), J=2509(LC No. 1‐D+Lr), I=1729(LC No. 1‐D+Lr) Max Uplift H=‐114(LC No. 13‐0.6D+MWFRS 2E R), N=‐474(LC No. 10‐0.6D+MWFRS L to R), J=‐844(LC No. 15‐0.6D+MWFRS 3E R), I=‐722(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal J=41(LC No. 13‐0.6D+MWFRS 2E R), I=‐330(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD G‐H=‐712/596, A‐O=‐186/367, O‐P=‐98/70, B‐P=‐326/99, B‐C=‐2064/781, C‐Q=‐1668/602, Q‐R=‐1699/590, R‐S=‐1995/636, D‐S=‐2357/780, D‐E=‐880/274, E‐T=‐654/779, T‐U=‐586/558, U‐V=‐482/431, F‐V=‐530/286, F‐W=‐815/818, W‐X=‐566/390, G‐X=‐740/664, M‐N=‐1284/612, A‐M=‐544/253 BOT CHORD I‐J=‐0/0, H‐I=‐0/0, J‐K=‐2464/1027, E‐K=‐2418/1107, L‐M=‐982/1974, K‐L=‐128/135 WEBS G‐I=‐559/628, F‐I=‐1614/719, D‐L=‐745/1581, C‐L=‐584/252, B‐M=‐1553/743

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 171.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) W,U, T, E, R, Q, P, O. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:40 2016 Page 1 Galvanization = G60 Truss weight = 202 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, G‐H:2, H‐G:3, M‐A:3 WEBS B‐M:4, C‐L:2, D‐L:4, F‐I:4, G‐I:2 5-6-13

5-3-3

3-11-7

4-3-1

5-6-13

10-10-0

14-9-7

18-8-15

23-0-0

3-0-0

A 2 3

O P

Dropped Leg to be shipped loose installed in field 54 BC 4 M325USJ073x8 Q R 2 2

12.00 12 S

24-6-3

4 6 6

21-6-6

21-10-0

12.00 12

U V

F 4

2 9

N J SCREW QTY CHORDS WEBS

3 2

1-10-0

WG X

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-6-13

5-3-3

3-11-7

4-3-1

5-6-13

10-10-0

14-9-7

18-8-15

23-0-0

E ‐K:6, J‐K:9, K‐L:6, M‐L:5 I‐F:6, I‐G:3, L‐C:2, L‐D:4, M‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐10‐1 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.42 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.08 K‐L >999 Vert(TL) ‐0.11 L‐M >999 Horz(TL) ‐0.22 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* E‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐M M‐N, A‐M 1 Row at midpt WEBS

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 171.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) W,U, T, E, R, Q, P, O, A. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:43 2016 Page 1 Galvanization = G60 Truss weight = 197 lbs

SCREW QTY (Total = 60 ). All Screws Are #12‐14 T/3 CHORDS A‐M:3, F‐G:2, G‐F:2, M‐A:4 WEBS A‐L:2, B‐K:2, B‐L:2, C‐J:2, C‐K:2, D‐H:2, E‐H:2 4-2-7

3-10-13

3-1-8

3-5-2

4-2-7

8-1-3

12-0-0

15-1-8

18-6-10

F 2

Dropped Leg to be shipped loose installed in field.

E 3 X W 22 325USJ073x12 G V D 22 H U 4

12.00 12

2-0-0

12.00 12

P A O

17-6-10

17-0-10

20-2-11

T CS BQ

3 4

2 3

Replace BC with 3-1/2" x 1-1/2" M x 54Lmil Bent K AngleJ SCREW QTY CHORDS WEBS

3-0-0

4-2-7

3-10-13

3-1-8

3-5-2

4-2-7

8-1-3

12-0-0

15-1-8

18-6-10

‐I:4, G‐H:3, I‐H:4, J‐I:8 D H‐D:2, H‐E:2, J‐C:2, K‐B:2, K‐C:3, L‐A:2, L‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2006 AISI‐S100/S214

CSI TC 0.58 BC 0.46 WB 0.34

DEFL (in) (loc) l/defl Vert(LL) 0.07 H‐I >999 Vert(TL) ‐0.12 H‐I >648 Horz(TL) ‐0.58 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW

[P] STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, F‐N 60 USWD 057 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied WEBS 1 Row 087USA025‐46 at midpt on both sides G‐N, F‐G

REACTIONS (jt/size/material)M/12‐2‐0/UKN, N/0‐6‐0/UKN, J/12‐2‐0/UKN, L/12‐2‐0/UKN, K/12‐2‐0/UKN Max Down M=1016(LC No. 1‐D+Lr), N=1008(LC No. 1‐D+Lr), J=2026(LC No. 1‐D+Lr), L=675(LC No. 1‐D+Lr), K=814(LC No. 1‐D+Lr) Max Uplift M=‐174(LC No. 12‐0.6D+MWFRS 2E L), N=‐309(LC No. 14‐0.6D+MWFRS 3E L), J=‐936(LC No. 14‐0.6D+MWFRS 3E L), L=‐142(LC No. 14‐0.6D+MWFRS 3E L), K=‐296(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=141(LC No. 14‐0.6D+MWFRS 3E L), L=310(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), K=‐201(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐984/172, A‐O=‐799/225, O‐P=‐604/335, B‐P=‐601/536, B‐Q=‐657/355, Q‐R=‐613/489, C‐R=‐695/666, C‐S=‐551/457, S‐T=‐652/590, T‐U=‐645/615, D‐U=‐715/760, D‐V=‐693/155, V‐W=‐320/47, W‐X=‐286/73, E‐X=‐237/147, E‐Y=‐97/81, F‐Y=‐181/342, G‐N=‐1008/422, F‐G=‐891/373 BOT CHORD L‐M=‐1/1, K‐L=0/0, J‐K=0/0, I‐J=‐1729/915, D‐I=‐1560/698, H‐I=‐271/298, G‐H=‐62/78 WEBS A‐L=‐353/484, B‐L=‐715/97, B‐K=‐511/436, C‐K=‐428/74, C‐J=‐388/310, E‐H=‐166/196, D‐H=‐260/273 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2006 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 75.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.91 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 4.5 ft. using a top chord effective area of 109.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.5 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2006 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,O, B, Q, S, T, D, H, E, F. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:47 2016 Page 1 Galvanization = G60 Truss weight = 197 lbs

SCREW QTY (Total = 60 ). All Screws Are #12‐14 T/3 CHORDS A‐M:3, F‐G:2, G‐F:2, M‐A:4 WEBS A‐L:2, B‐K:2, B‐L:2, C‐J:2, C‐K:2, D‐H:2, E‐H:2 4-2-7

3-10-13

3-1-8

3-5-2

4-2-7

8-1-3

12-0-0

15-1-8

18-6-10

F 2

Dropped Leg to be shipped loose installed in field.

E 3 X W 22 325USJ073x12 G V D 22 H U 4

12.00 12

2-0-0

12.00 12

P A O

17-6-10

17-0-10

20-2-11

T CS BQ

3 4

2 3

Replace BC with 3-1/2" x 1-1/2" M x 54Lmil Bent K AngleJ SCREW QTY CHORDS WEBS

3-0-0

4-2-7

3-10-13

3-1-8

3-5-2

4-2-7

8-1-3

12-0-0

15-1-8

18-6-10

‐I:4, G‐H:3, I‐H:4, J‐I:8 D H‐D:2, H‐E:2, J‐C:2, K‐B:2, K‐C:3, L‐A:2, L‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2006 AISI‐S100/S214

CSI TC 0.58 BC 0.46 WB 0.34

DEFL (in) (loc) l/defl Vert(LL) 0.07 H‐I >999 Vert(TL) ‐0.12 H‐I >648 Horz(TL) ‐0.58 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW

[P] STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, F‐N 60 USWD 057 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied WEBS 1 Row 087USA025‐46 at midpt on both sides G‐N, F‐G

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:50 2016 Page 1 Galvanization = G60 Truss weight = 146 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS A‐K:6, E‐F:2, F‐E:2, K‐A:8 WEBS A‐J:5, B‐J:5, C‐G:2, D‐G:2 4-2-7

3-10-13

2-11-0

3-2-10

4-2-7

8-1-3

12-0-0

14-11-0

18-1-10

19-9-13

17-1-10

12.00 12

16-10-0

O M

Dropped Leg to be shipped loose installed in field

D 2 Q 2 325USJ073x8 2 F C 22 6 G P 6

12.00 12

3-0-0

2-0-0

A 5 6 8

Replace BC with 3-1/2" x 1-1/2"Kx 54 milJ Bent Angle SCREW QTY CHORDS WEBS

4-2-7

3-10-13

2-11-0

3-2-10

4-2-7

8-1-3

12-0-0

14-11-0

18-1-10

‐H:6, F‐G:2, H‐G:6, I‐H:10 C G‐C:2, G‐D:2, J‐A:7, J‐B:10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 8‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.73 WB 0.67

DEFL (in) (loc) l/defl Vert(LL) 0.07 G‐H >999 Vert(TL) ‐0.14 I‐J >636 Horz(TL) ‐0.35 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Sheathed I‐K 6‐0‐0 on center bracing F‐H F‐L, E‐F 1 Row at midpt WEBS

REACTIONS (jt/size/material)K/12‐2‐0/UKN, L/0‐6‐0/UKN, I/12‐2‐0/UKN, J/12‐2‐0/UKN Max Down K=1573(LC No. 14‐0.6D+MWFRS 3E L), L=934(LC No. 1‐D+Lr), I=2544(LC No. 1‐D+Lr), J=2236(LC No. 1‐D+Lr) Max Uplift L=‐186(LC No. 11‐0.6D+MWFRS R to L), I=‐1119(LC No. 14‐0.6D+MWFRS 3E L), J=‐1144(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=1(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), I=117(LC No. 10‐0.6D+MWFRS L to R), J=1150(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐2395/1957, A‐B=‐2241/2244, B‐M=‐1403/1017, M‐N=‐1359/1061, N‐O=‐1366/1241, O‐P=‐1449/1345, C‐P=‐1436/1545, C‐Q=‐665/37, D‐Q=‐330/199, D‐R=‐168/118, E‐R=‐209/336, F‐L=‐934/388, E‐F=‐821/344 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐2702/1575, C‐H=‐2314/1237, G‐H=‐435/472, F‐G=‐72/85 WEBS B‐J=‐1971/1191, A‐J=‐1789/2052, C‐G=‐462/475, D‐G=‐155/281

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 142.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) M,N, O, C, G, D, E. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:54 2016 Page 1 Galvanization = G60 Truss weight = 146 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS A‐K:6, E‐F:2, F‐E:2, K‐A:8 WEBS A‐J:5, B‐J:5, C‐G:2, D‐G:2 4-2-7

3-10-13

2-11-0

3-2-10

4-2-7

8-1-3

12-0-0

14-11-0

18-1-10

19-9-13

17-1-10

12.00 12

16-10-0

O M

Dropped Leg to be shipped loose installed in field

D 2 Q 2 325USJ073x8 2 F C 22 6 G P 6

12.00 12

3-0-0

2-0-0

A 5 6 8

Replace BC with 3-1/2" x 1-1/2"Kx 54 milJ Bent Angle SCREW QTY CHORDS WEBS

4-2-7

3-10-13

2-11-0

3-2-10

4-2-7

8-1-3

12-0-0

14-11-0

18-1-10

‐H:6, F‐G:2, H‐G:6, I‐H:10 C G‐C:2, G‐D:2, J‐A:7, J‐B:10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 8‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.73 WB 0.67

DEFL (in) (loc) l/defl Vert(LL) 0.07 G‐H >999 Vert(TL) ‐0.14 I‐J >636 Horz(TL) ‐0.35 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Sheathed I‐K 6‐0‐0 on center bracing F‐H F‐L, E‐F 1 Row at midpt WEBS

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 142.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) M,N, O, C, G, D, E. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G10

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:34 2016 Page 1 Galvanization = G60 Truss weight = 151 lbs

SCREW QTY (Total = 59 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, E‐D:6, E‐F:8, F‐G:3, G‐F:4, K‐A:2 WEBS B‐J:2, C‐J:2, F‐H:2 3-10-13

3-7-3

3-10-1

4-1-11

3-10-13

7-6-0

11-4-2

15-5-12

3-0-0

A 2

M N

21-2-3

OB 2 325USJ073x8 2 P K 2 Q 60USWD057x12" 12.00 12 2 2 CD J 6 ER 5 6 8 S

12.00 12

18-2-7

18-6-0

Dropped Leg to be shipped loose installed in field 2

U FV 2 3

6-0-4

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

H SCREW QTY CHORDS WEBS

3-10-13

3-7-3

3-10-1

4-1-11

3-10-13

7-6-0

11-4-2

15-5-12

‐I:5, H‐I:9, I‐J:6, K‐J:2 D H‐F:2, J‐B:2, J‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐11‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.51 WB 0.37

DEFL (in) (loc) l/defl Vert(LL) 0.10 I‐J >941 Vert(TL) ‐0.12 I‐J >724 Horz(TL) 0.54 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐L 362 USWD 046 50, A‐E 55 USD 057 50 BOT CHORD 35 USD 035 50 *Except* D‐H 362 USWD 046 50, I‐K 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐H 6‐0‐0 on center bracing I‐K WEBS 1 Row at midpt K‐L, A‐K

REACTIONS (jt/size/material)G/8‐2‐0/UKN, L/0‐6‐0/UKN, H/8‐2‐0/UKN Max Down G=1029(LC No. 1‐D+Lr), L=681(LC No. 1‐D+Lr), H=2475(LC No. 1‐D+Lr) Max Uplift G=‐369(LC No. 13‐0.6D+MWFRS 2E R), L=‐264(LC No. 15‐0.6D+MWFRS 3E R), H=‐1015(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐972/366, A‐M=‐228/412, M‐N=‐237/408, N‐O=‐149/135, B‐O=‐250/89, B‐P=‐218/103, P‐Q=‐559/195, C‐Q=‐598/181, C‐D=‐842/302, D‐E=‐660/869, E‐R=‐670/841, R‐S=‐588/610, S‐T=‐492/430, T‐U=‐393/249, U‐V=‐442/284, F‐V=‐474/267, K‐L=‐681/356, A‐K=‐605/312 BOT CHORD G‐H=‐0/0, H‐I=‐2412/1062, D‐I=‐2288/1105, J‐K=‐54/57, I‐J=‐134/59 WEBS F‐H=‐487/584, C‐J=‐3/50, B‐J=‐78/49

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 76.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 202 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) F,S, R, P, N, M. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G11

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:39 2016 Page 1 Galvanization = G60 Truss weight = 151 lbs

SCREW QTY (Total = 59 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, E‐D:6, E‐F:8, F‐G:3, G‐F:4, K‐A:2 WEBS B‐J:2, C‐J:2, F‐H:2 3-10-13

3-7-3

3-10-1

4-1-11

3-10-13

7-6-0

11-4-2

15-5-12

3-0-0

A 2

M N

21-2-3

OB 2 325USJ073x8 2 P K 2 Q 60USWD057x12" 12.00 12 2 2 CD J 6 ER 5 6 8 S

12.00 12

18-2-7

18-6-0

Dropped Leg to be shipped loose installed in field 2

U FV 2 3

6-0-4

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

H SCREW QTY CHORDS WEBS

3-10-13

3-7-3

3-10-1

4-1-11

3-10-13

7-6-0

11-4-2

15-5-12

‐I:5, H‐I:9, I‐J:6, K‐J:2 D H‐F:2, J‐B:2, J‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐11‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.51 WB 0.37

DEFL (in) (loc) l/defl Vert(LL) 0.10 I‐J >941 Vert(TL) ‐0.12 I‐J >724 Horz(TL) 0.54 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐H 6‐0‐0 on center bracing I‐K WEBS 1 Row at midpt K‐L, A‐K

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 76.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 202 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) F,S, R, P, N, M. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G17

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:45 2016 Page 1 Galvanization = G60 Truss weight = 64 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:3 WEBS A‐F:2, B‐F:2, C‐E:5 3-0-10

2-9-0

3-9-15

3-0-10

5-9-10

9-7-9

4.00 12 K

CJ B

H A

3 5

5 7

9-4-2

E 6-5-1

5-11-7

3 2

F 12.00 12 2

SCREW QTY CHORDS WEBS

0-3-0

2-9-10

2-9-0

3-9-15

0-3-0

3-0-10

5-9-10

9-7-9

E ‐F:7, G‐F:2 E‐C:5, F‐A:2, F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.84 BC 0.51 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.17 D >999 Vert(TL) ‐0.19 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/9‐7‐9/UKN, G/9‐7‐9/UKN, E/9‐7‐9/UKN, F/9‐7‐9/UKN Max Down G=1106(LC No. 1‐D+Lr), G=1106(LC No. 1‐D+Lr), E=2973(LC No. 1‐D+Lr), F=530(LC No. 1‐D+Lr) G=‐185(LC No. 12‐0.6D+MWFRS 2E L), E=‐888(LC No. 12‐0.6D+MWFRS 2E L), F=‐587(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal G=97(LC No. 12‐0.6D+MWFRS 2E L), G=6(LC No. 1‐D+Lr), E=106(LC No. 11‐0.6D+MWFRS R to L), F=454(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐1062/218, A‐H=‐214/14, B‐H=‐325/176, B‐I=‐303/107, C‐I=‐395/386, C‐J=‐542/209, J‐K=‐318/92, D‐K=‐31/0 BOT CHORD F‐G=‐28/35, E‐F=‐33/27 WEBS C‐E=‐2932/1910, B‐F=‐420/183, A‐F=‐56/414 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 59.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,H, I, J, K. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr:

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G18

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:50 2016 Page 1 Galvanization = G60 Truss weight = 64 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:3 WEBS A‐F:2, B‐F:2, C‐E:5 3-0-10

2-9-0

3-9-15

3-0-10

5-9-10

9-7-9

4.00 12 K

CJ B

H A

3 5

5 7

9-4-2

E 6-5-1

5-11-7

3 2

F 12.00 12 2

SCREW QTY CHORDS WEBS

0-3-0

2-9-10

2-9-0

3-9-15

0-3-0

3-0-10

5-9-10

9-7-9

E ‐F:7, G‐F:2 E‐C:5, F‐A:2, F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.84 BC 0.51 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.17 D >999 Vert(TL) ‐0.19 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G19

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:01:53 2016 Page 1 Galvanization = G60 Truss weight = 53 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:2 WEBS A‐F:2, B‐F:2, C‐E:4 3-0-10

2-9-0

3-9-15

3-0-10

5-9-10

9-7-9

4.00 12 K

CJ B

H A

2 4

3 4

9-4-2

E 6-5-1

5-11-7

3 2

F 12.00 12 2

SCREW QTY CHORDS WEBS

0-3-0

2-9-10

2-9-0

3-9-15

0-3-0

3-0-10

5-9-10

9-7-9

E ‐F:4, G‐F:2 E‐C:3, F‐A:2, F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.51 WB 0.32

DEFL (in) (loc) l/defl Vert(LL) 0.15 D >999 Vert(TL) ‐0.18 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/9‐7‐9/UKN, G/9‐7‐9/UKN, E/9‐7‐9/UKN, F/9‐7‐9/UKN Max Down G=652(LC No. 1‐D+Lr), G=652(LC No. 1‐D+Lr), E=1838(LC No. 1‐D+Lr), F=369(LC No. 1‐D+Lr) G=‐114(LC No. 15‐0.6D+MWFRS 3E R), E=‐703(LC No. 11‐0.6D+MWFRS R to L), F=‐551(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal G=97(LC No. 12‐0.6D+MWFRS 2E L), G=6(LC No. 1‐D+Lr), E=106(LC No. 11‐0.6D+MWFRS R to L), F=454(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐608/51, A‐H=‐237/21, B‐H=‐274/104, B‐I=‐282/80, C‐I=‐295/248, C‐J=‐320/50, J‐K=‐208/13, D‐K=‐31/0 BOT CHORD F‐G=‐28/35, E‐F=‐33/27 WEBS C‐E=‐1797/1092, B‐F=‐259/147, A‐F=‐56/414 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 59.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,H, I, J, K. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr:

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G20

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:01 2016 Page 1 Galvanization = G60 Truss weight = 53 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:2 WEBS A‐F:2, B‐F:2, C‐E:4 3-0-10

2-9-0

3-9-15

3-0-10

5-9-10

9-7-9

4.00 12 K

CJ B

H A

2 4

3 4

9-4-2

E 6-5-1

5-11-7

3 2

F 12.00 12 2

SCREW QTY CHORDS WEBS

0-3-0

2-9-10

2-9-0

3-9-15

0-3-0

3-0-10

5-9-10

9-7-9

E ‐F:4, G‐F:2 E‐C:3, F‐A:2, F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.51 WB 0.32

DEFL (in) (loc) l/defl Vert(LL) 0.15 D >999 Vert(TL) ‐0.18 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G21

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:05 2016 Page 1 Galvanization = G60 Truss weight = 83 lbs

SCREW QTY (Total = 25 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:2, D‐C:2, F‐A:2 WEBS A‐E:2, B‐D:2, B‐E:4 4-9-13

4-9-13

9-7-10

4.00 12

C J K

2 2

10-3-1

D 9-7-10

13-5-0

3-10-0

5 2

E 12.00 12 2

F SCREW QTY WEBS

4-9-13

9-7-10

D‐B:2, E‐A:2, E‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.51 BC 0.21 WB 0.72

DEFL (in) (loc) l/defl Vert(LL) 0.02 D‐E >999 Vert(TL) ‐0.03 D‐E >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/9‐7‐10/UKN, D/9‐7‐10/UKN, D/9‐7‐10/UKN, E/9‐7‐10/UKN Max Down F=721(LC No. 1‐D+Lr), D=541(LC No. 1‐D+Lr), D=541(LC No. 1‐D+Lr), E=1851(LC No. 1‐D+Lr) F=‐173(LC No. 12‐0.6D+MWFRS 2E L), D=‐246(LC No. 12‐0.6D+MWFRS 2E L), E=‐574(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal F=45(LC No. 10‐0.6D+MWFRS L to R), D=209(LC No. 12‐0.6D+MWFRS 2E L), D=36(LC No. 1‐D+Lr), E=177(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐651/192, A‐G=‐70/0, G‐H=‐41/92, B‐H=‐58/295, B‐I=‐258/7, I‐J=‐48/4, J‐K=‐90/124, C‐K=‐80/126, C‐D=‐481/214 BOT CHORD E‐F=‐45/57, D‐E=‐57/45 WEBS A‐E=‐51/100, B‐E=‐1643/550, B‐D=‐46/219

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,G, H, I, J. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr: Uniform Loads (plf) Vert: A‐K=‐120.3, C‐K=‐240.6, D‐F=‐34.4 Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G23

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:08 2016 Page 1 Galvanization = G60 Truss weight = 83 lbs

SCREW QTY (Total = 25 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:2, D‐C:2, F‐A:2 WEBS A‐E:2, B‐D:2, B‐E:4 4-9-13

4-9-13

9-7-10

4.00 12

C J K

2 2

10-3-1

D 9-7-10

13-5-0

3-10-0

5 2

E 12.00 12 2

F SCREW QTY WEBS

4-9-13

9-7-10

D‐B:2, E‐A:2, E‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.51 BC 0.21 WB 0.72

DEFL (in) (loc) l/defl Vert(LL) 0.02 D‐E >999 Vert(TL) ‐0.03 D‐E >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,G, H, I, J. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr: Uniform Loads (plf) Vert: A‐K=‐120.3, C‐K=‐240.6, D‐F=‐34.4 Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G24

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:17 2016 Page 1 Galvanization = G60 Truss weight = 60 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:2 WEBS A‐F:2, B‐E:2, B‐F:2, C‐E:4 2-11-6

2-7-12

3-8-12

2-11-6

5-7-2

9-3-14

4.00 12

K D CJ

4 2

4 5 2

9-0-6

E 6-2-9

5-8-15

2 2

F 12.00 12

SCREW QTY CHORDS WEBS

0-3-0

2-8-6

2-7-12

3-8-12

0-3-0

2-11-6

5-7-2

9-3-14

E ‐F:5 E‐B:2, E‐C:4, F‐A:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.62 WB 0.38

DEFL (in) (loc) l/defl Vert(LL) 0.14 D >999 Vert(TL) ‐0.16 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 057 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/9‐3‐14/UKN, G/9‐3‐14/UKN, E/9‐3‐14/UKN, F/9‐3‐14/UKN Max Down G=477(LC No. 1‐D+Lr), G=477(LC No. 1‐D+Lr), E=2059(LC No. 1‐D+Lr), F=647(LC No. 1‐D+Lr) G=‐185(LC No. 12‐0.6D+MWFRS 2E L), E=‐812(LC No. 11‐0.6D+MWFRS R to L), F=‐467(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal G=125(LC No. 12‐0.6D+MWFRS 2E L), G=7(LC No. 1‐D+Lr), E=245(LC No. 20‐D+0.75S+0.75L+0.75MWFRS 2E L), F=471(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐421/100, A‐H=‐111/173, B‐H=‐149/298, B‐I=‐356/128, C‐I=‐362/303, C‐J=‐351/46, J‐K=‐225/8, D‐K=‐24/0 BOT CHORD F‐G=‐36/45, E‐F=‐42/34 WEBS B‐F=‐329/67, C‐E=‐2085/1289, A‐F=‐254/255, B‐E=0/231 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 75.4 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,H, I, J, K. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G26

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:20 2016 Page 1 Galvanization = G60 Truss weight = 60 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:2 WEBS A‐F:2, B‐E:2, B‐F:2, C‐E:4 2-11-6

2-7-12

3-8-12

2-11-6

5-7-2

9-3-14

4.00 12

K D CJ

4 2

4 5 2

9-0-6

E 6-2-9

5-8-15

2 2

F 12.00 12

SCREW QTY CHORDS WEBS

0-3-0

2-8-6

2-7-12

3-8-12

0-3-0

2-11-6

5-7-2

9-3-14

E ‐F:5 E‐B:2, E‐C:4, F‐A:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.62 WB 0.38

DEFL (in) (loc) l/defl Vert(LL) 0.14 D >999 Vert(TL) ‐0.16 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 057 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G27

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:25 2016 Page 1 Galvanization = G60 Truss weight = 73 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, G‐A:2 WEBS A‐F:2, B‐E:2, B‐F:2, C‐E:6 2-11-6

2-7-12

3-8-12

2-11-6

5-7-2

9-3-14

4.00 12

K D CJ

6 2

6 5 2

9-0-6

E 6-2-9

5-8-15

2 2

F 12.00 12

SCREW QTY CHORDS WEBS

0-3-0

2-8-6

2-7-12

3-8-12

0-3-0

2-11-6

5-7-2

9-3-14

E ‐F:5 E‐B:2, E‐C:6, F‐A:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.38 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.21 D >992 Vert(TL) ‐0.21 D >990 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* A‐G 362 USWD 046 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/9‐3‐14/UKN, G/9‐3‐14/UKN, E/9‐3‐14/UKN, F/9‐3‐14/UKN Max Down G=754(LC No. 1‐D+Lr), G=754(LC No. 1‐D+Lr), E=3240(LC No. 1‐D+Lr), F=938(LC No. 1‐D+Lr) G=‐284(LC No. 12‐0.6D+MWFRS 2E L), E=‐1153(LC No. 12‐0.6D+MWFRS 2E L), F=‐571(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal G=125(LC No. 12‐0.6D+MWFRS 2E L), G=7(LC No. 1‐D+Lr), E=322(LC No. 1‐D+Lr), F=520(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐699/313, A‐H=‐213/283, B‐H=‐349/513, B‐I=‐412/187, C‐I=‐519/471, C‐J=‐572/249, J‐K=‐335/112, D‐K=‐24/0 BOT CHORD F‐G=‐36/45, E‐F=‐42/34 WEBS B‐F=‐470/119, C‐E=‐3328/2451, A‐F=‐455/441, B‐E=‐32/343 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 75.3 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,H, I, J, K. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr:

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

G28

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:28 2016 Page 1 Galvanization = G60 Truss weight = 73 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS A‐H:2, H‐A:2 WEBS A‐G:2, B‐F:2, B‐G:2, C‐E:6 2-11-6

2-7-12

3-8-12

2-11-6

5-7-2

9-3-14

4.00 12

L D CK

6 2

6 5 2

9-0-6

6-2-9

5-8-15

3 2

G 12.00 12

SCREW QTY CHORDS WEBS

0-3-0

2-8-6

2-7-12

3-8-12

0-3-0

2-11-6

5-7-2

9-3-14

E ‐F:5 E‐C:6, F‐B:2, G‐A:2, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.74 WB 0.60

DEFL (in) (loc) l/defl Vert(LL) 0.22 D >915 Vert(TL) ‐0.23 D >898 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* A‐H 362 USWD 046 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/9‐3‐14/UKN, H/9‐3‐14/UKN, G/9‐3‐14/UKN, F/9‐3‐14/UKN Max Down H=800(LC No. 1‐D+Lr), H=800(LC No. 1‐D+Lr), G=756(LC No. 1‐D+Lr), F=3377(LC No. 1‐D+Lr) H=‐295(LC No. 12‐0.6D+MWFRS 2E L), G=‐488(LC No. 12‐0.6D+MWFRS 2E L), F=‐1225(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift Max Horizontal H=137(LC No. 12‐0.6D+MWFRS 2E L), H=‐24(LC No. 1‐D+Lr), G=427(LC No. 12‐0.6D+MWFRS 2E L), F=255(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐713/304, A‐I=‐211/254, B‐I=‐346/484, B‐J=‐391/175, C‐J=‐512/458, C‐K=‐572/249, K‐L=‐335/112, D‐L=‐24/0 BOT CHORD G‐H=‐36/45, F‐G=‐38/38, E‐F=‐2567/1886 WEBS B‐G=‐557/126, C‐E=‐3288/2429, A‐G=‐399/429, B‐F=‐30/318 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 75.3 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.10 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.79. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) A,I, J, K, L. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: 1) D+Lr: Continued on page 2

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:56 2016 Page 1 Galvanization = G60 Truss weight = 19 lbs 11-7-4 11-7-4

Engineered connection required

11-7-4 11-7-4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.29 A‐B >475 Vert(TL) ‐0.36 A‐B >377 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=398(LC No. 1‐D+Lr), B=398(LC No. 1‐D+Lr) Max Uplift A=‐155(LC No. 12‐0.6D+MWFRS 2E L), B=‐155(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:02:58 2016 Page 1 Galvanization = G60 Truss weight = 22 lbs 12-10-14 12-10-14

Engineered connection required

12-10-14 12-10-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66

DEFL (in) (loc) l/defl Vert(LL) 0.33 A‐B >448 Vert(TL) ‐0.51 A‐B >289 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐6‐0/UKN, B/0‐6‐0/UKN Max Down A=434(LC No. 1‐D+Lr), B=434(LC No. 1‐D+Lr) Max Uplift A=‐163(LC No. 13‐0.6D+MWFRS 2E R), B=‐169(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐C=0/0, C‐D=0/0, D‐E=0/0, B‐E=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 51.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:00 2016 Page 1 Galvanization = G60 Truss weight = 19 lbs 11-2-9 11-2-9

Engineered connection required

11-2-9 11-2-9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.51

DEFL (in) (loc) l/defl Vert(LL) 0.25 A‐B >520 Vert(TL) ‐0.31 A‐B >419 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=384(LC No. 1‐D+Lr), B=384(LC No. 1‐D+Lr) Max Uplift A=‐149(LC No. 12‐0.6D+MWFRS 2E L), B=‐149(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 40.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:03 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs 12-6-10 12-6-10

Engineered connection required

12-6-10 12-6-10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.32 A‐B >459 Vert(TL) ‐0.50 A‐B >296 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=431(LC No. 1‐D+Lr), B=431(LC No. 1‐D+Lr) Max Uplift A=‐163(LC No. 13‐0.6D+MWFRS 2E R), B=‐167(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐C=0/0, C‐D=0/0, D‐E=0/0, B‐E=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 50.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:05 2016 Page 1 Galvanization = G60 Truss weight = 107 lbs 21-2-6 21-2-6

Engineered connection required

21-2-6 21-2-6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62

DEFL (in) (loc) l/defl Vert(LL) ‐0.79 A‐B >318 Vert(TL) ‐1.38 A‐B >182 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/240, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 073 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=733(LC No. 1‐D+Lr), B=733(LC No. 1‐D+Lr) Max Uplift A=‐188(LC No. 13‐0.6D+MWFRS 2E R), B=‐259(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐C=0/0, C‐D=0/0, D‐E=0/0, B‐E=0/0 NOTES 1) 2‐ply truss to be connected together with #10‐16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches on center. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 146.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. 4) This truss not designed for plaster ceiling. Span/deflection ratio less than 360. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:09 2016 Page 1 Galvanization = G60 Truss weight = 75 lbs 19-6-0 19-6-0

Engineered connection required

19-6-0 19-6-0

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.72 A‐B >321 Vert(TL) ‐1.23 A‐B >188 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/240, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 057 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=674(LC No. 1‐D+Lr), B=674(LC No. 1‐D+Lr) Max Uplift A=‐181(LC No. 13‐0.6D+MWFRS 2E R), B=‐243(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐C=0/0, C‐D=0/0, D‐E=0/0, B‐E=0/0 NOTES 1) 2‐ply truss to be connected together with #10‐16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches on center. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 123.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. 4) This truss not designed for plaster ceiling. Span/deflection ratio less than 360. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

R6A

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:11 2016 Page 1 Galvanization = G60 Truss weight = 18 lbs 10-6-0 10-6-0

Engineered connection required

10-6-0 10-6-0

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.43

DEFL (in) (loc) l/defl Vert(LL) 0.18 A‐B >662 Vert(TL) ‐0.22 A‐B >552 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐6‐0/UKN, B/0‐6‐0/UKN Max Down A=350(LC No. 1‐D+Lr), B=350(LC No. 1‐D+Lr) Max Uplift A=‐136(LC No. 12‐0.6D+MWFRS 2E L), B=‐136(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 33.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

R6B

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:13 2016 Page 1 Galvanization = G60 Truss weight = 14 lbs 8-6-0 8-6-0

Engineered connection required

8-6-0 8-6-0

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27

DEFL (in) (loc) l/defl Vert(LL) 0.08 A‐B >999 Vert(TL) ‐0.09 A‐B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐6‐0/UKN, B/0‐6‐0/UKN Max Down A=280(LC No. 1‐D+Lr), B=280(LC No. 1‐D+Lr) Max Uplift A=‐109(LC No. 12‐0.6D+MWFRS 2E L), B=‐109(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:15 2016 Page 1 Galvanization = G60 Truss weight = 16 lbs 9-6-0 9-6-0

Engineered connection required

9-6-0 9-6-0

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.37

DEFL (in) (loc) l/defl Vert(LL) 0.14 A‐B >812 Vert(TL) ‐0.16 A‐B >697 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=324(LC No. 1‐D+Lr), B=324(LC No. 1‐D+Lr) Max Uplift A=‐126(LC No. 12‐0.6D+MWFRS 2E L), B=‐126(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:17 2016 Page 1 Galvanization = G60 Truss weight = 15 lbs 8-11-10 8-11-10

Engineered connection required

8-11-10 8-11-10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 2‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.33

DEFL (in) (loc) l/defl Vert(LL) 0.11 A‐B >949 Vert(TL) ‐0.13 A‐B >832 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐2‐15/UKN, B/0‐2‐15/UKN Max Down A=305(LC No. 1‐D+Lr), B=305(LC No. 1‐D+Lr) Max Uplift A=‐119(LC No. 12‐0.6D+MWFRS 2E L), B=‐119(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

R53

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:07 2016 Page 1 Galvanization = G60 Truss weight = 11 lbs 6-9-14 6-9-14

Engineered connection required

Engineered connection required 6-9-14 6-9-14

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.51

DEFL (in) (loc) l/defl Vert(LL) 0.08 A‐B >896 Vert(TL) ‐0.10 A‐B >729 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 [P]

STEEL SECTION TOP CHORD 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

REACTIONS (jt/size/material)A/0‐6‐0/UKN, B/0‐6‐0/UKN Max Down A=664(LC No. 1‐D+Lr), B=664(LC No. 1‐D+Lr) Max Uplift A=‐258(LC No. 12‐0.6D+MWFRS 2E L), B=‐258(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/0 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 37.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 2) This truss has been designed for balanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 1.00. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:20 2016 Page 1 Galvanization = G60 Truss weight = 282 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS B‐P:5, F‐E:3, F‐G:2, J‐K:5, K‐J:8, P‐B:8 WEBS B‐O:3, C‐O:3, D‐N:2, E‐G:3, G‐E:3, H‐M:2, I‐L:3, J‐L:4 1-10-0

6-2-13

5-11-3

10-10-0

5-5-11

5-9-5

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

39-3-11

45-1-0

700USJD073x8 F 3

12.00 12 24-4-14

G V H

D 2

16-0-0

AB 8

W I 3

LABEL T1R J

11-4-13

P x 54 mil O Bent Angle N Replace BC with 3-1/2" x 1-1/2"

4 5 8

2-9-0

1-10-0

3 LABEL Q T1L 12-3-13

SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

K Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

21-8-0

5-5-11

5-9-5

6-2-13

12-2-0

33-10-0

39-3-11

45-1-0

‐L:3, N‐O:3 M L‐I:4, L‐J:5, M‐H:3, N‐D:3, O‐B:5, O‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.48 BC 0.20 WB 0.82

DEFL (in) (loc) l/defl Vert(LL) 0.02 A >999 Vert(TL) 0.02 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M, E‐G

REACTIONS (jt/size/material)P/45‐1‐0/UKN, K/45‐1‐0/UKN, M/45‐1‐0/UKN, O/45‐1‐0/UKN, N/45‐1‐0/UKN, L/45‐1‐0/UKN P=2339(LC No. 1‐D+Lr), K=2264(LC No. 1‐D+Lr), M=887(LC No. 3‐D+Unbal.Lr R), O=721(LC No. 2‐D+Unbal.Lr L), N=914(LC No. 2‐D+Unbal.Lr L), L=496(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐30(LC No. 10‐0.6D+MWFRS L to R), K=‐57(LC No. 11‐0.6D+MWFRS R to L), M=‐385(LC No. 10‐0.6D+MWFRS L to R), O=‐399(LC No. 14‐0.6D+MWFRS 3E L), N=‐385(LC No. 11‐0.6D+MWFRS R to L), L=‐463(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal O=1343(LC No. 1‐D+Lr), L=‐1343(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐2293/32, A‐B=0/175, B‐Q=‐2175/188, C‐Q=‐1778/280, C‐D=‐2175/440, D‐E=‐2023/590, E‐R=‐1180/52, R‐S=‐727/138, F‐S=‐647/189, F‐T=‐671/181, T‐U=‐727/150, G‐U=‐1179/50, G‐V=‐1792/589, H‐V=‐2021/546, H‐W=‐2112/462, I‐W=‐2149/323, I‐J=‐2048/243, J‐K=‐2221/55 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, O‐P=‐1/1, N‐O=‐1/1 WEBS B‐O=‐114/1378, C‐O=‐1022/530, D‐N=‐870/383, H‐M=‐846/383, I‐L=‐968/620, J‐L=‐169/1465, E‐G=‐1069/755 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 722.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:27 2016 Page 1 Galvanization = G60 Truss weight = 279 lbs

SCREW QTY (Total = 86 ). All Screws Are #12‐14 T/3 CHORDS A‐P:6, E‐D:3, E‐F:2, I‐K:5, K‐I:8, P‐A:9 WEBS A‐O:4, B‐O:2, C‐N:2, D‐F:3, F‐D:3, G‐M:2, H‐L:3, I‐L:3 5-2-13

4-11-3

10-10-0

5-11-3

6-2-13

1-10-0

5-2-13

10-2-0

21-0-0

31-10-0

37-9-3

44-0-0

45-10-0

700USJD073x8 E 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 V

S 24-4-14

D R

F G

C 2

16-0-0

Q LABEL B T2L 2

LABEL H T2R 3

10-3-13

12-3-13

6 6 3

4 3

O Bent Angle N Replace BC with 3-1/2" x 1-1/2"Px 54 mil SCREW QTY CHORDS WEBS

3 9

1-10-0

3-10-0

8 5

5-2-13

4-11-3

21-8-0

5-11-3

6-2-13

5-2-13

10-2-0

31-10-0

37-9-3

44-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐L:4, N‐O:3 M L‐H:4, L‐I:5, M‐G:3, N‐C:3, O‐A:6, O‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.54 BC 0.20 WB 0.82

DEFL (in) (loc) l/defl Vert(LL) 0.02 J >999 Vert(TL) ‐0.02 K‐L >999 Horz(TL) 0.00 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐P 362 USWD 046 50, I‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐N, G‐M, D‐F

REACTIONS (jt/size/material)P/42‐0‐0/UKN, K/2‐0‐0/CON, N/42‐0‐0/UKN, O/42‐0‐0/UKN, M/42‐0‐0/UKN, L/42‐0‐0/UKN P=2549(LC No. 1‐D+Lr), K=2319(LC No. 1‐D+Lr), N=888(LC No. 2‐D+Unbal.Lr L), O=330(LC No. 10‐0.6D+MWFRS L to R), M=928(LC No. 3‐D+Unbal.Lr R), L=719(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐81(LC No. 10‐0.6D+MWFRS L to R), K=‐40(LC No. 11‐0.6D+MWFRS R to L), N=‐380(LC No. 11‐0.6D+MWFRS R to L), O=‐601(LC No. 11‐0.6D+MWFRS R to L), M=‐384(LC No. 10‐0.6D+MWFRS L to R), L=‐400(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal O=1326(LC No. 1‐D+Lr), L=‐1326(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐P=‐2510/79, A‐B=‐2001/214, B‐Q=‐2082/347, C‐Q=‐1642/472, C‐R=‐2009/571, D‐R=‐1779/590, D‐S=‐1180/50, S‐T=‐731/149, E‐T=‐672/181, E‐U=‐639/192, U‐V=‐731/133, F‐V=‐1182/52, F‐G=‐2011/591, G‐H=‐2148/444, H‐W=‐1740/291, I‐W=‐2152/199, I‐J=0/175, I‐K=‐2273/37 BOT CHORD O‐P=‐1/1, N‐O=‐1/1, L‐M=‐1/1, K‐L=‐1/1 WEBS A‐O=‐169/1621, B‐O=‐858/566, C‐N=‐852/378, G‐M=‐884/382, H‐L=‐1020/534, I‐L=‐122/1361, D‐F=‐1062/757 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 689.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:02 2016 Page 1 Galvanization = G60 Truss weight = 273 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS A‐O:6, E‐D:3, E‐F:2, I‐J:5, J‐I:7, O‐A:9 WEBS A‐N:4, B‐N:2, C‐M:2, D‐F:3, F‐D:3, G‐L:2, H‐K:3, I‐K:3 5-2-13

4-11-3

10-10-0

5-11-3

6-2-13

5-2-13

10-2-0

21-0-0

31-10-0

37-9-3

44-0-0

700USJD073x8 E 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12

R 24-4-14

D Q

C 2

16-0-0

P B

4 6

LABEL T3R

12-3-13

10-3-13

I 3

6 3

Replace BC with 3-1/2" x 1-1/2"Ox 54 mil Angle N Bent M

7 5

1-10-0

3-10-0

LABEL2 A T3L

SCREW QTY CHORDS WEBS

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-2-13

4-11-3

21-8-0

5-11-3

6-2-13

5-2-13

10-2-0

31-10-0

37-9-3

44-0-0

L ‐K:3, M‐N:3 K‐H:4, K‐I:5, L‐G:3, M‐C:3, N‐A:6, N‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.55 BC 0.20 WB 0.82

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.02 J‐K >999 Horz(TL) 0.00 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L, D‐F

REACTIONS (jt/size/material)O/42‐0‐0/UKN, J/2‐0‐0/CON, M/42‐0‐0/UKN, N/42‐0‐0/UKN, L/42‐0‐0/UKN, K/42‐0‐0/UKN O=2554(LC No. 1‐D+Lr), J=2031(LC No. 1‐D+Lr), M=887(LC No. 2‐D+Unbal.Lr L), N=329(LC No. 10‐0.6D+MWFRS L to R), L=914(LC No. 3‐D+Unbal.Lr R), K=774(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift O=‐80(LC No. 10‐0.6D+MWFRS L to R), J=‐46(LC No. 11‐0.6D+MWFRS R to L), M=‐380(LC No. 11‐0.6D+MWFRS R to L), N=‐601(LC No. 11‐0.6D+MWFRS R to L), L=‐384(LC No. 10‐0.6D+MWFRS L to R), K=‐416(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal N=1329(LC No. 1‐D+Lr), K=‐1329(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐2515/78, A‐B=‐2005/213, B‐P=‐2087/350, C‐P=‐1647/476, C‐Q=‐2012/573, D‐Q=‐1782/592, D‐R=‐1181/51, R‐S=‐730/141, E‐S=‐657/186, E‐T=‐638/192, T‐U=‐730/132, F‐U=‐1182/52, F‐G=‐2013/593, G‐H=‐2160/460, H‐I=‐2038/278, I‐J=‐1985/43 BOT CHORD N‐O=‐1/1, M‐N=‐1/1, K‐L=‐1/1, J‐K=‐1/1 WEBS A‐N=‐168/1625, B‐N=‐858/567, C‐M=‐850/378, G‐L=‐870/381, H‐K=‐1059/664, I‐K=‐182/1373, D‐F=‐1062/759 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 636.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:35 2016 Page 1 Galvanization = G60 Truss weight = 292 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:2, F‐G:2, I‐J:4, J‐I:9, N‐B:5 WEBS B‐M:2, C‐M:2, D‐L:3, E‐G:2, G‐E:2, H‐K:3, I‐K:4 1-10-0

6-2-13

5-11-3

10-10-0

3-0-0

6-10-9

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

36-10-0

43-8-9

700USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

S T

12.00 12 24-4-14

UG H

D 3

3 4

LABEL T4R

11-0-0

LABEL C T4L 2 O 1-10-0

10-0-6 AB 5

12-3-13

N x 54 mil M Bent Angle L Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-0-0

4-2-13

5-11-3

6-3-0

15-5-0

9-10-9

2-0-0

6-2-13

12-2-0

18-5-0

33-10-0

43-8-9

‐J:6, L‐M:6 K K‐H:6, K‐I:8, L‐D:6, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.20 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) ‐0.02 M‐N >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied I‐J, D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, N/2‐0‐0/CON, J/36‐10‐0/UKN, K/36‐10‐0/UKN, L/36‐10‐0/UKN, M/36‐10‐0/UKN Max Down N=1468(LC No. 1‐D+Lr), N=1468(LC No. 1‐D+Lr), J=2432(LC No. 1‐D+Lr), K=677(LC No. 11‐0.6D+MWFRS R to L), L=1589(LC No. 1‐D+Lr), M=666(LC No. 2‐D+Unbal.Lr L) Max Uplift N=‐406(LC No. 10‐0.6D+MWFRS L to R), J=‐181(LC No. 11‐0.6D+MWFRS R to L), K=‐899(LC No. 10‐0.6D+MWFRS L to R), L=‐405(LC No. 11‐0.6D+MWFRS R to L), M=‐402(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=‐607(LC No. 1‐D+Lr), M=947(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1422/403, A‐B=0/175, B‐O=‐1249/632, C‐O=‐1100/718, C‐D=‐1033/684, D‐E=‐1493/521, E‐P=‐1155/122, P‐Q=‐853/132, F‐Q=‐689/206, F‐R=‐611/226, R‐S=‐745/191, S‐T=‐853/141, T‐U=‐1172/117, G‐U=‐1197/61, G‐H=‐1511/516, H‐I=‐495/196, I‐J=‐2403/386 BOT CHORD J‐K=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS D‐L=‐1545/403, H‐K=‐1809/368, C‐M=‐865/493, B‐M=‐439/973, E‐G=‐542/639, I‐K=‐294/2364 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 489.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:11 2016 Page 1 Galvanization = G60 Truss weight = 317 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:2, F‐G:2, I‐J:2, J‐I:3, N‐B:4 WEBS B‐M:2, C‐M:2, D‐L:4, E‐G:2, G‐E:2, H‐K:4, I‐K:2 1-10-0

6-2-13

5-11-3

10-10-0

9-7-7

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

43-5-7

700USJD073x8 F 2

R S

12.00 12 24-4-14

G H

D 4

1-10-0

AB 4

LABEL I T5R 9-9-4

12-3-13

2 2

N x 54 mil M Bent Angle L Replace BC with 3-1/2" x 1-1/2"

4-4-9

O LABEL T5L

16-0-0

SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

21-8-0

9-7-7

6-2-13

12-2-0

33-10-0

43-5-7

‐J:9, L‐M:8 K K‐H:9, K‐I:2, L‐D:8, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.58 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) 0.13 J‐K >843 Vert(TL) ‐0.30 J‐K >375 Horz(TL) 0.48 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/41‐5‐7/UKN, L/41‐5‐7/UKN, M/41‐5‐7/UKN, K/41‐5‐7/UKN Max Down N=1181(LC No. 11‐0.6D+MWFRS R to L), J=506(LC No. 3‐D+Unbal.Lr R), L=2382(LC No. 1‐D+Lr), M=615(LC No. 2‐D+Unbal.Lr L), K=2560(LC No. 1‐D+Lr) Max Uplift N=‐980(LC No. 10‐0.6D+MWFRS L to R), J=‐224(LC No. 15‐0.6D+MWFRS 3E R), L=‐567(LC No. 11‐0.6D+MWFRS R to L), M=‐439(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1172/967, A‐B=0/175, B‐O=‐1360/1300, C‐O=‐1258/1360, C‐D=‐1171/1464, D‐E=‐1134/723, E‐P=‐1225/7, P‐Q=‐982/109, F‐Q=‐756/138, F‐R=‐807/145, R‐S=‐982/158, G‐S=‐1234/28, G‐H=‐1161/754, H‐T=‐155/661, I‐T=‐294/454, I‐J=‐560/464 BOT CHORD M‐N=‐1062/907, L‐M=‐1/1, J‐K=‐1/1 WEBS D‐L=‐2338/565, C‐M=‐882/614, B‐M=‐930/1090, H‐K=‐2465/176, I‐K=‐1/1, E‐G=‐585/1020 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 672.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1062 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:44 2016 Page 1 Galvanization = G60 Truss weight = 292 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:2, F‐G:2, I‐J:4, J‐I:9, N‐B:5 WEBS B‐M:2, C‐M:2, D‐L:3, E‐G:2, G‐E:2, H‐K:3, I‐K:4 1-10-0

6-2-13

5-11-3

10-10-0

3-0-0

6-0-0

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

36-10-0

42-10-0

700USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

R S

12.00 12 24-4-14

TG H

D 3

1-10-0

16-0-0

M Angle L Replace BC with 3-1/2" x 1-1/2" N x 54 mil Bent SCREW QTY CHORDS WEBS

LABEL T6R

9-1-13

12-3-13 AB 5

11-0-0

LABEL O T6L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-0-0

4-2-13

5-11-3

6-3-0

15-5-0

9-0-0

2-0-0

6-2-13

12-2-0

18-5-0

33-10-0

42-10-0

‐J:6, L‐M:6 K K‐H:6, K‐I:8, L‐D:6, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.20 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) ‐0.02 M‐N >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied I‐J, D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, N/2‐0‐0/CON, J/36‐10‐0/UKN, K/36‐10‐0/UKN, M/36‐10‐0/UKN, L/36‐10‐0/UKN Max Down N=1468(LC No. 1‐D+Lr), N=1468(LC No. 1‐D+Lr), J=2431(LC No. 1‐D+Lr), K=677(LC No. 11‐0.6D+MWFRS R to L), M=666(LC No. 2‐D+Unbal.Lr L), L=1590(LC No. 1‐D+Lr) Max Uplift N=‐406(LC No. 10‐0.6D+MWFRS L to R), J=‐181(LC No. 11‐0.6D+MWFRS R to L), K=‐898(LC No. 10‐0.6D+MWFRS L to R), M=‐402(LC No. 14‐0.6D+MWFRS 3E L), L=‐405(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal K=‐607(LC No. 1‐D+Lr), M=947(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1422/403, A‐B=0/175, B‐O=‐1249/632, C‐O=‐1100/718, C‐D=‐1032/684, D‐E=‐1493/521, E‐P=‐1155/122, F‐P=‐853/210, F‐Q=‐611/226, Q‐R=‐745/191, R‐S=‐853/141, S‐T=‐1172/117, G‐T=‐1197/61, G‐H=‐1511/516, H‐I=‐494/195, I‐J=‐2403/386 BOT CHORD J‐K=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS B‐M=‐439/973, C‐M=‐865/493, D‐L=‐1545/403, H‐K=‐1810/368, I‐K=‐294/2364, E‐G=‐542/638 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 489.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:15 2016 Page 1 Galvanization = G60 Truss weight = 251 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS A‐P:2, E‐D:2, E‐F:2, I‐H:3, P‐A:2 WEBS B‐N:3, B‐O:6, C‐N:2, D‐F:2, F‐D:2, G‐M:2, H‐L:2, H‐M:2 6-9-10

6-6-6

7-8-0

6-6-6

6-9-10

0-8-0

6-9-10

13-4-0

21-0-0

28-8-0

35-2-6

42-0-0

42-8-0

525USJD073x8 E 2

12.00 12

D S

U Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

4 3 4

3 2 4

3 9

KI J

0-8-0

700USJD073x6 9" 275USHD057 w/4 sds H X

LABEL T7R13-5-13

LABEL 13-5-13 T7L

Replace BC with 3-1/2" P x 1-1/2"Ox 54 milNBent Angle

SCREW QTY CHORDS WEBS

G W

QB 6 3 A

F V

16-0-0

21-4-2

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-9-10

6-6-6

15-4-0

6-6-6

6-9-10

13-4-0

28-8-0

35-2-6

42-0-0

I ‐L:9, M‐L:4, N‐O:4 L‐H:4, M‐G:3, M‐H:2, N‐B:4, N‐C:3, O‐B:9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.25 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 K >537 Vert(TL) ‐0.03 O‐P >999 Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐P 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐O, C‐N, G‐M

REACTIONS (jt/size/material)P/40‐0‐0/UKN, M/40‐0‐0/UKN, I/2‐0‐0/CON, O/40‐0‐0/UKN, N/40‐0‐0/UKN, L/40‐0‐0/UKN P=426(LC No. 2‐D+Unbal.Lr L), M=1008(LC No. 3‐D+Unbal.Lr R), I=1359(LC No. 1‐D+Lr), O=2720(LC No. 1‐D+Lr), N=685(LC No. 10‐0.6D+MWFRS L to R), L=1048(LC No. 1‐D+Lr) Max Down Max Uplift P=‐105(LC No. 14‐0.6D+MWFRS 3E L), M=‐496(LC No. 10‐0.6D+MWFRS L to R), N=‐940(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal M=‐224(LC No. 10‐0.6D+MWFRS L to R), N=743(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), L=‐759(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐P=‐410/288, A‐Q=‐233/368, B‐Q=‐112/399, B‐R=‐1361/60, C‐R=‐786/191, C‐S=‐1281/399, D‐S=‐1116/420, D‐T=‐762/89, E‐T=‐496/111, E‐U=‐496/111, F‐U=‐711/92, F‐V=‐1114/421, G‐V=‐1279/400, G‐W=‐788/242, H‐W=‐1363/215, H‐X=‐762/183, I‐X=‐1285/83, I‐J=0/77, J‐K=0/50 BOT CHORD L‐M=0/0, I‐L=‐78/764, O‐P=‐1/1, N‐O=0/0 WEBS B‐O=‐2556/0, B‐N=‐346/1101, C‐N=‐893/189, G‐M=‐878/249, H‐M=‐415/409, H‐L=‐940/130, D‐F=‐621/549 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 597.9 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:45 2016 Page 1 Galvanization = G60 Truss weight = 251 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS A‐P:2, E‐D:2, E‐F:2, I‐H:3, P‐A:2 WEBS B‐N:3, B‐O:6, C‐N:2, D‐F:2, F‐D:2, G‐M:2, H‐L:2, H‐M:2 6-9-10

6-6-6

7-8-0

6-6-6

6-9-10

0-8-0

6-9-10

13-4-0

21-0-0

28-8-0

35-2-6

42-0-0

42-8-0

525USJD073x8 E 2

12.00 12

D S

U Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

4 3 4

3 2 4

3 8

KI J

0-8-0

700USJD073x6 9" 275USHD057 w/4 sds H X

LABEL T8R13-5-13

LABEL 13-5-13 T8L

Replace BC with 3-1/2" P x 1-1/2"Ox 54 milNBent Angle

SCREW QTY CHORDS WEBS

G W

QB 6 3 A

F V

16-0-0

21-4-2

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-9-10

6-6-6

15-4-0

6-6-6

6-9-10

13-4-0

28-8-0

35-2-6

42-0-0

I ‐L:8, M‐L:4, N‐O:4 L‐H:4, M‐G:3, M‐H:2, N‐B:4, N‐C:3, O‐B:9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.25 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 K >537 Vert(TL) ‐0.03 O‐P >999 Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐P 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐O, C‐N, G‐M

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:13 2016 Page 1 Galvanization = G60 Truss weight = 301 lbs

SCREW QTY (Total = 75 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:2, F‐G:2, I‐J:2, J‐I:2, N‐B:4 WEBS B‐M:2, C‐M:2, D‐L:4, E‐G:2, G‐E:2, H‐K:4, I‐K:2 1-10-0

6-2-13

5-11-3

10-10-0

7-3-0

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

41-1-0

700USJD073x8 F 2

Q Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required R

12.00 12 24-4-14

G H

D 4

LABEL I T9R 7-4-13

1-10-0

12-3-13

8 2 9

N x 54 mil M Bent Angle L Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

6-9-0

LABEL2 O T9L AB 4

16-0-0

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

21-8-0

7-3-0

6-2-13

12-2-0

33-10-0

41-1-0

‐J:9, L‐M:8 K K‐H:8, K‐I:2, L‐D:8, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.86 BC 0.32 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.04 J‐K >999 Vert(TL) ‐0.09 J‐K >905 Horz(TL) 0.50 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/39‐1‐0/UKN, K/39‐1‐0/UKN, L/39‐1‐0/UKN, M/39‐1‐0/UKN Max Down N=1138(LC No. 11‐0.6D+MWFRS R to L), J=255(LC No. 3‐D+Unbal.Lr R), K=2437(LC No. 1‐D+Lr), L=2393(LC No. 1‐D+Lr), M=614(LC No. 2‐D+Unbal.Lr L) Max Uplift N=‐892(LC No. 10‐0.6D+MWFRS L to R), J=‐185(LC No. 15‐0.6D+MWFRS 3E R), L=‐510(LC No. 11‐0.6D+MWFRS R to L), M=‐428(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1129/880, A‐B=0/175, B‐O=‐1311/1196, C‐O=‐1208/1258, C‐D=‐1110/1342, D‐E=‐1073/635, E‐P=‐1235/31, F‐P=‐992/183, F‐Q=‐807/173, Q‐R=‐992/170, G‐R=‐1235/42, G‐H=‐1077/646, H‐S=‐63/595, I‐S=‐193/487, I‐J=‐345/352 BOT CHORD J‐K=‐1/1, M‐N=‐1026/832, L‐M=‐1/1 WEBS D‐L=‐2349/507, C‐M=‐825/559, B‐M=‐854/1053, H‐K=‐2366/223, I‐K=‐1/1, E‐G=‐411/848 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 603.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1026 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T10

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:23 2016 Page 1 Galvanization = G60 Truss weight = 236 lbs

SCREW QTY (Total = 100 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, D‐C:2, D‐E:3, G‐F:8, G‐H:8, I‐H:2, O‐A:3 WEBS B‐N:5, C‐E:3, E‐C:3, F‐M:5, H‐L:2, H‐M:2 5-0-13

4-9-3

8-5-0

6-6-6

6-9-10

0-8-0

5-0-13

9-10-0

18-3-0

26-8-0

33-2-6

40-0-0

40-8-0

700USJD073x8 D 2

QC 21-11-14

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 3

B 5

16-0-0

LABEL A T10L

8-11-13 13-5-13

2 3

7 2

2 9

KI J

0-8-0

4-2-0

F 60USWD046x12" S 8 G 8 700USJD073x6 LABEL H 2T10R T 2

O Replace BC with 3-1/2" x 1-1/2" x 54 mil N Bent Angle

SCREW QTY CHORDS WEBS

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-0-13

4-9-3

16-10-0

6-6-6

6-9-10

5-0-13

9-10-0

26-8-0

33-2-6

40-0-0

I ‐L:9, M‐L:7, N‐O:8 L‐H:3, M‐F:7, M‐H:2, N‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.97 BC 0.48 WB 0.71

DEFL (in) (loc) l/defl Vert(LL) 0.09 N‐O >999 Vert(TL) ‐0.22 N‐O >484 Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐O 362 USWD 046 50, G‐K 55 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐K BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts B‐N, F‐M

REACTIONS (jt/size/material)O/38‐0‐0/UKN, N/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN, I/2‐0‐0/CON O=466(LC No. 2‐D+Unbal.Lr L), N=2226(LC No. 1‐D+Lr), M=2105(LC No. 1‐D+Lr), L=597(LC No. 3‐D+Unbal.Lr R), I=748(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift O=‐224(LC No. 14‐0.6D+MWFRS 3E L), M=‐725(LC No. 10‐0.6D+MWFRS L to R), L=‐251(LC No. 11‐0.6D+MWFRS R to L), I=‐441(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal M=286(LC No. 11‐0.6D+MWFRS R to L), L=‐683(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐543/460, A‐P=‐291/457, B‐P=‐229/604, B‐Q=‐1016/738, C‐Q=‐904/749, C‐R=‐944/24, D‐R=‐708/80, D‐E=‐1001/55, E‐F=‐979/705, F‐S=‐824/1210, G‐S=‐888/1183, G‐H=‐978/1126, H‐T=‐754/864, I‐T=‐874/773, I‐J=0/77, J‐K=0/50 BOT CHORD N‐O=0/0, L‐M=0/0, I‐L=‐568/690 WEBS B‐N=‐2140/168, F‐M=‐1874/434, H‐L=‐582/405, C‐E=‐668/1096, H‐M=‐424/390 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 542.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T11

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:43 2016 Page 1 Galvanization = G60 Truss weight = 286 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:2, F‐G:2, I‐J:4, J‐I:9, N‐B:5 WEBS B‐M:2, C‐M:2, D‐L:3, E‐G:2, G‐E:2, H‐K:3, I‐K:4 1-10-0

6-2-13

5-11-3

10-10-0

3-0-0

2-10-11

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

36-10-0

39-8-11

700USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 24-4-14

TG H

1-10-0

LABEL T11R

6-0-8

12-3-13 2

N x 54 mil M Bent Angle L Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

11-0-0

LABEL C T11L 2 AB 5

16-0-0

2-0-0

4-2-13

5-11-3

6-3-0

15-5-0

5-10-11

2-0-0

6-2-13

12-2-0

18-5-0

33-10-0

39-8-11

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐J:6, L‐M:6 K K‐H:6, K‐I:8, L‐D:6, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.20 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) ‐0.02 M‐N >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied I‐J, D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, N/2‐0‐0/CON, J/36‐10‐0/UKN, K/36‐10‐0/UKN, M/36‐10‐0/UKN, L/36‐10‐0/UKN Max Down N=1476(LC No. 1‐D+Lr), N=1476(LC No. 1‐D+Lr), J=2477(LC No. 1‐D+Lr), K=660(LC No. 11‐0.6D+MWFRS R to L), M=666(LC No. 2‐D+Unbal.Lr L), L=1583(LC No. 1‐D+Lr) Max Uplift N=‐406(LC No. 10‐0.6D+MWFRS L to R), J=‐165(LC No. 11‐0.6D+MWFRS R to L), K=‐901(LC No. 10‐0.6D+MWFRS L to R), M=‐402(LC No. 14‐0.6D+MWFRS 3E L), L=‐408(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal K=‐614(LC No. 1‐D+Lr), M=950(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1430/403, A‐B=0/175, B‐O=‐1255/632, C‐O=‐1104/717, C‐D=‐1039/684, D‐E=‐1499/522, E‐P=‐1156/122, F‐P=‐853/210, F‐Q=‐610/226, Q‐R=‐744/191, R‐S=‐853/141, S‐T=‐1172/117, G‐T=‐1196/60, G‐H=‐1515/517, H‐I=‐511/199, I‐J=‐2448/396 BOT CHORD J‐K=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS B‐M=‐439/975, C‐M=‐865/493, D‐L=‐1539/406, H‐K=‐1791/364, I‐K=‐301/2393, E‐G=‐546/640 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 489.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T12

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:10 2016 Page 1 Galvanization = G60 Truss weight = 295 lbs

SCREW QTY (Total = 74 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:2, F‐G:2, I‐J:2, J‐I:2, N‐B:4 WEBS B‐M:2, C‐M:2, D‐L:4, E‐G:2, G‐E:2, H‐K:4, I‐K:2 1-10-0

6-2-13

5-11-3

10-10-0

5-7-7

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

39-5-7

700USJD073x8 F 2

R S

12.00 12 24-4-14

G TH

D 4

2 2

5-9-4

12-3-13 AB 4

8-4-9

1-10-0

LABEL I T12R

16-0-0

C LABEL 2 O T12L 2

8 2

L Replace BC with 3-1/2" x 1-1/2"Nx 54 mil M Bent Angle SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

21-8-0

5-7-7

6-2-13

12-2-0

33-10-0

39-5-7

‐J:8, L‐M:8 K K‐H:8, K‐I:2, L‐D:8, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.86 BC 0.22 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.02 J‐K >999 Vert(TL) ‐0.03 J‐K >999 Horz(TL) 0.50 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* H‐K 362 USWD 057 50, D‐L 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied H‐K, D‐L, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/37‐5‐7/UKN, K/37‐5‐7/UKN, L/37‐5‐7/UKN, M/37‐5‐7/UKN Max Down N=1109(LC No. 11‐0.6D+MWFRS R to L), J=83(LC No. 11‐0.6D+MWFRS R to L), K=2417(LC No. 1‐D+Lr), L=2392(LC No. 1‐D+Lr), M=615(LC No. 2‐D+Unbal.Lr L) Max Uplift N=‐832(LC No. 10‐0.6D+MWFRS L to R), J=‐182(LC No. 10‐0.6D+MWFRS L to R), L=‐474(LC No. 11‐0.6D+MWFRS R to L), M=‐422(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1100/821, A‐B=0/175, B‐O=‐1276/1125, C‐O=‐1174/1189, C‐D=‐1054/1258, D‐E=‐1072/572, E‐P=‐1233/50, F‐P=‐990/198, F‐Q=‐807/183, Q‐R=‐929/125, R‐S=‐990/152, G‐S=‐1235/52, G‐T=‐1021/575, H‐T=‐1073/523, H‐I=‐89/589, I‐J=‐157/255 BOT CHORD J‐K=‐1/1, M‐N=‐1001/782, L‐M=‐1/1 WEBS H‐K=‐2362/278, I‐K=‐2/2, D‐L=‐2348/472, C‐M=‐790/523, B‐M=‐802/1027, E‐G=‐299/762 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 558.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1001 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T13

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:29 2016 Page 1 Galvanization = G60 Truss weight = 244 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:2, L‐J:3, Q‐B:4 WEBS B‐P:2, C‐P:3, D‐O:4, E‐G:4, G‐E:4, H‐N:4, I‐M:3, J‐M:2 2-0-0

6-0-0

7-8-0

6-0-0

2-0-0

-2-0-0

6-0-0

12-0-0

19-8-0

27-4-0

33-4-0

39-4-0

41-4-0

525USJD073x8 F 2

E S

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. U

T 4

G V H

D 4

16-0-0

21-4-2

C 3

I 3

SCREW QTY CHORDS WEBS

12-1-13

3 4

2 3

2-0-0

12-1-13 B

LABEL LABEL 2 T13L T13R Replace BC Bent Angle Q P with 3-1/2" O x 1-1/2" x 54 mil Replace N BC with M 3-1/2" x L1-1/2" x 54 mil Bent Angle 3

6-0-0

7-8-0

6-0-0

12-0-0

19-8-0

27-4-0

33-4-0

39-4-0

‐M:6, O‐P:6 N M‐I:5, M‐J:2, N‐H:6, O‐D:6, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.20 WB 0.93

DEFL (in) (loc) l/defl Vert(LL) 0.05 A >957 Vert(TL) 0.05 A >811 Horz(TL) 0.51 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Q=1021(LC No. 11‐0.6D+MWFRS R to L), L=741(LC No. 1‐D+Lr), O=1732(LC No. 1‐D+Lr), P=818(LC No. 2‐D+Unbal.Lr L), N=1732(LC No. 1‐D+Lr), M=818(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐1042(LC No. 10‐0.6D+MWFRS L to R), L=‐397(LC No. 15‐0.6D+MWFRS 3E R), O=‐410(LC No. 11‐0.6D+MWFRS R to L), P=‐426(LC No. 14‐0.6D+MWFRS 3E L), M=‐426(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐1013/1029, A‐B=0/197, B‐R=‐1114/1296, C‐R=‐1016/1361, C‐D=‐893/1386, D‐S=‐994/889, E‐S=‐931/952, E‐T=‐846/0, F‐T=‐658/15, F‐U=‐658/69, G‐U=‐846/14, G‐V=‐931/952, H‐V=‐994/889, H‐I=‐859/1291, I‐W=‐101/731, J‐W=‐297/582, J‐K=0/197, J‐L=‐698/752 BOT CHORD P‐Q=‐890/891, O‐P=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS C‐P=‐1072/730, D‐O=‐1686/408, H‐N=‐1686/0, I‐M=‐1072/734, J‐M=0/0, B‐P=‐927/927, E‐G=‐821/1494 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 616.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 891 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T14

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:53 2016 Page 1 Galvanization = G60 Truss weight = 256 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:2, F‐E:2, F‐G:2, J‐I:2, Q‐B:3 WEBS B‐P:2, C‐O:2, C‐P:2, D‐O:4, E‐G:4, G‐E:4, H‐N:4, I‐M:2, I‐N:2 2-0-0

6-1-13

5-10-3

7-0-0

6-7-12

6-8-4

0-8-0

-2-0-0

6-1-13

12-0-0

19-0-0

26-0-0

32-7-12

39-4-0

40-0-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required U

T E

12.00 12 D

700USJD073x6 X

LABEL13-5-13 T14R

2 3

I 2

2 6

Replace BC with 3-1/2" xQ1-1/2" x 54 P mil Bent O Angle

SCREW QTY CHORDS WEBS

12-1-13 LABEL T14L 3

6 2

2 4

LJ K

0-8-0

2-0-0

2 2

R B A 32

16-0-0

20-8-2

G V

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-1-13

5-10-3

7-8-0

6-4-0

6-7-12

6-8-4

6-1-13

12-0-0

19-8-0

26-0-0

32-7-12

39-4-0

J ‐M:4, N‐M:6, O‐P:6 M‐I:4, N‐H:6, N‐I:2, O‐C:2, O‐D:6, P‐B:3, P‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.79 BC 0.25 WB 0.85

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >845 Horz(TL) 0.44 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐L BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN, J/2‐0‐0/CON Q=893(LC No. 2‐D+Unbal.Lr L), O=1758(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), P=547(LC No. 2‐D+Unbal.Lr L), N=1787(LC No. 1‐D+Lr), M=681(LC No. 3‐D+Unbal.Lr R), J=731(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐704(LC No. 10‐0.6D+MWFRS L to R), O=‐718(LC No. 11‐0.6D+MWFRS R to L), P=‐256(LC No. 14‐0.6D+MWFRS 3E L), M=‐325(LC No. 15‐0.6D+MWFRS 3E R), J=‐260(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐856/780, A‐B=0/197, B‐R=‐887/922, C‐R=‐788/1008, C‐D=‐982/1294, D‐S=‐991/825, E‐S=‐928/888, E‐T=‐766/0, F‐T=‐630/0, F‐U=‐631/86, G‐U=‐767/31, G‐V=‐936/893, H‐V=‐999/830, H‐W=‐816/1071, I‐W=‐957/1241, I‐X=‐401/665, J‐X=‐463/482, J‐K=0/77, K‐L=0/50 BOT CHORD P‐Q=‐926/854, O‐P=‐200/235, M‐N=‐121/216, J‐M=‐121/209 WEBS D‐O=‐1544/448, C‐O=‐393/334, C‐P=‐704/519, H‐N=‐1555/0, I‐N=‐315/176, I‐M=‐773/609, E‐G=‐944/1446, B‐P=‐642/753 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 579.0 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 926 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T15

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:10 2016 Page 1 Galvanization = G60 Truss weight = 243 lbs

SCREW QTY (Total = 82 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:2, L‐J:3, Q‐B:4 WEBS B‐P:2, C‐P:3, D‐O:4, E‐G:4, G‐E:4, H‐N:4, I‐M:3, J‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

T 4

V H

D 4

16-0-0

21-2-2

C 3

I 3

W LABEL T15R 12-5-3

3 4

27-3-6 N

Q x 54 mil PBent Angle O Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

3 2

1-8-10

1-11-6

LABEL T15L12-2-7

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

7-7-6

7-4-10

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

27-0-10

33-0-8

39-4-0

‐M:6, O‐P:6 N M‐I:5, M‐J:2, N‐H:6, O‐D:6, P‐B:4, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.21 WB 0.90

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >979 Vert(TL) 0.05 A >782 Horz(TL) 0.49 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Q=1013(LC No. 11‐0.6D+MWFRS R to L), L=702(LC No. 1‐D+Lr), O=1689(LC No. 1‐D+Lr), P=839(LC No. 2‐D+Unbal.Lr L), N=1686(LC No. 1‐D+Lr), M=883(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐1014(LC No. 10‐0.6D+MWFRS L to R), L=‐349(LC No. 15‐0.6D+MWFRS 3E R), O=‐420(LC No. 11‐0.6D+MWFRS R to L), P=‐430(LC No. 14‐0.6D+MWFRS 3E L), M=‐445(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐1005/1002, A‐B=0/192, B‐R=‐1124/1285, C‐R=‐1025/1352, C‐D=‐899/1369, D‐S=‐968/875, E‐S=‐931/938, E‐T=‐827/0, F‐T=‐652/4, F‐U=‐652/72, G‐U=‐827/17, G‐V=‐932/938, H‐V=‐968/875, H‐I=‐894/1306, I‐W=‐104/680, J‐W=‐295/524, J‐K=0/169, J‐L=‐656/680 BOT CHORD P‐Q=‐897/886, O‐P=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS B‐P=‐917/929, C‐P=‐1093/740, D‐O=‐1645/418, H‐N=‐1642/0, I‐M=‐1117/780, J‐M=0/0, E‐G=‐848/1482 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 897 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T16

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:13 2016 Page 1 Galvanization = G60 Truss weight = 243 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:2, L‐J:3, Q‐B:4 WEBS B‐P:2, C‐P:3, D‐O:4, E‐G:4, G‐E:4, H‐N:4, I‐M:3, J‐M:2 1-10-0

6-2-13

5-11-3

7-6-0

5-11-3

6-2-13

1-10-0

-1-10-0

6-2-13

12-2-0

19-8-0

27-2-0

33-1-3

39-4-0

41-2-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required U

T 12.00 12

V H

D 4

16-0-0

21-2-2

C 3

LABEL 12-3-13 B T16L 2

4 3

12-3-13

LABEL T16R 2

Q P Bent Angle O Replace BC with 3-1/2" x 1-1/2" x 54 mil SCREW QTY CHORDS WEBS

3 2

1-10-0

I 3

LReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

7-6-0

5-11-3

6-2-13

12-2-0

19-8-0

27-2-0

33-1-3

39-4-0

‐M:6, O‐P:6 N M‐I:5, M‐J:2, N‐H:6, O‐D:6, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.20 WB 0.90

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >783 Horz(TL) 0.49 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, N/35‐4‐0/UKN, P/35‐4‐0/UKN, O/35‐4‐0/UKN, M/35‐4‐0/UKN Q=991(LC No. 11‐0.6D+MWFRS R to L), L=721(LC No. 1‐D+Lr), N=1687(LC No. 1‐D+Lr), P=862(LC No. 2‐D+Unbal.Lr L), O=1687(LC No. 1‐D+Lr), M=862(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐996(LC No. 10‐0.6D+MWFRS L to R), L=‐370(LC No. 15‐0.6D+MWFRS 3E R), P=‐436(LC No. 14‐0.6D+MWFRS 3E L), O=‐412(LC No. 11‐0.6D+MWFRS R to L), M=‐439(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐983/984, A‐B=0/180, B‐R=‐1122/1287, C‐R=‐1020/1354, C‐D=‐891/1368, D‐S=‐964/880, E‐S=‐927/943, E‐T=‐827/0, F‐T=‐652/3, F‐U=‐652/71, G‐U=‐827/16, G‐V=‐927/943, H‐V=‐964/880, H‐I=‐885/1332, I‐W=‐105/704, J‐W=‐297/550, J‐K=0/180, J‐L=‐676/712 BOT CHORD M‐N=‐1/1, L‐M=‐1/1, P‐Q=‐891/892, O‐P=‐1/1 WEBS B‐P=‐918/918, C‐P=‐1103/761, D‐O=‐1643/410, H‐N=‐1643/0, I‐M=‐1103/764, J‐M=0/0, E‐G=‐840/1490 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 891 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T17

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:16 2016 Page 1 Galvanization = G60 Truss weight = 286 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:2, F‐G:2, I‐J:4, J‐I:9, N‐B:5 WEBS B‐M:2, C‐M:2, D‐L:3, E‐G:2, G‐E:2, H‐K:3, I‐K:4 1-10-0

6-2-13

5-11-3

10-10-0

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

3-0-0

2-0-0

36-10-0 38-10-0

700USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

Q R

E 24-4-14

12.00 12

1-10-0

AB 5

T17R

16-0-0

5-1-13

11-0-0

LABEL C T17L 2 O 12-3-13

N x 54 mil M Bent Angle L Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

H LABEL I

6-2-13

5-11-3

21-8-0

6-2-13

12-2-0

33-10-0

3-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-0-0

36-10-0 38-10-0

‐J:6, L‐M:6 K K‐H:6, K‐I:8, L‐D:6, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.20 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) ‐0.02 M‐N >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied I‐J, D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/33‐10‐0/UKN, K/33‐10‐0/UKN, M/33‐10‐0/UKN, L/33‐10‐0/UKN Max Down N=1477(LC No. 1‐D+Lr), J=2478(LC No. 1‐D+Lr), K=660(LC No. 11‐0.6D+MWFRS R to L), M=666(LC No. 2‐D+Unbal.Lr L), L=1582(LC No. 1‐D+Lr) Max Uplift N=‐405(LC No. 10‐0.6D+MWFRS L to R), J=‐165(LC No. 11‐0.6D+MWFRS R to L), K=‐901(LC No. 10‐0.6D+MWFRS L to R), M=‐402(LC No. 14‐0.6D+MWFRS 3E L), L=‐408(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal K=‐615(LC No. 1‐D+Lr), M=950(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1431/403, A‐B=0/175, B‐O=‐1255/631, C‐O=‐1104/717, C‐D=‐1039/683, D‐E=‐1499/522, E‐P=‐1156/122, F‐P=‐853/210, F‐Q=‐610/226, Q‐R=‐744/191, R‐S=‐853/141, S‐T=‐1171/117, G‐T=‐1196/60, G‐H=‐1515/517, H‐I=‐513/199, I‐J=‐2450/396 BOT CHORD J‐K=‐1/1, M‐N=‐1/1, L‐M=‐1/1 WEBS B‐M=‐439/975, C‐M=‐865/493, D‐L=‐1538/406, H‐K=‐1790/364, I‐K=‐300/2393, E‐G=‐547/640 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 489.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T18

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:18 2016 Page 1 Galvanization = G60 Truss weight = 226 lbs

SCREW QTY (Total = 76 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, D‐C:2, D‐E:3, H‐I:3, I‐H:4, M‐A:3 WEBS B‐L:5, C‐E:3, E‐C:3, F‐K:5, G‐J:3, H‐J:2 5-0-13

4-9-3

8-5-0

5-6-3

5-9-13

5-0-13

9-10-0

18-3-0

26-8-0

32-2-3

38-0-0

700USJD073x8 D 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12

21-11-14

E P F

5 5

16-0-0

LABEL T18R H

8-11-13 2

11-5-13

M x 54 mil BentL Angle Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

Q G 3

2 3 4

2-8-0

4-2-0

LABEL T18L A

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-0-13

4-9-3

16-10-0

5-6-3

5-9-13

5-0-13

9-10-0

26-8-0

32-2-3

38-0-0

‐J:7, L‐M:8 K J‐G:4, J‐H:4, K‐F:7, L‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.97 BC 0.48 WB 0.71

DEFL (in) (loc) l/defl Vert(LL) 0.09 L‐M >999 Vert(TL) ‐0.22 L‐M >484 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts B‐L, F‐K

REACTIONS (jt/size/material)M/38‐0‐0/UKN, I/38‐0‐0/UKN, I/38‐0‐0/UKN, L/38‐0‐0/UKN, K/38‐0‐0/UKN, J/38‐0‐0/UKN M=467(LC No. 2‐D+Unbal.Lr L), I=1141(LC No. 10‐0.6D+MWFRS L to R), I=409(LC No. 1‐D+Lr), L=2222(LC No. 1‐D+Lr), K=1936(LC No. 1‐D+Lr), J=735(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift M=‐223(LC No. 14‐0.6D+MWFRS 3E L), I=‐990(LC No. 11‐0.6D+MWFRS R to L), K=‐479(LC No. 10‐0.6D+MWFRS L to R), J=‐463(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐542/459, A‐N=‐290/456, B‐N=‐228/603, B‐O=‐1017/741, C‐O=‐906/752, C‐D=‐938/98, D‐E=‐1000/56, E‐P=‐938/701, F‐P=‐978/636, F‐Q=‐971/1261, G‐Q=‐976/1120, G‐H=‐1152/1175, H‐I=‐1143/988 BOT CHORD L‐M=0/0, J‐K=‐1/1, I‐J=‐1/1 WEBS B‐L=‐2135/174, F‐K=‐1895/477, G‐J=‐962/798, H‐J=‐915/942, C‐E=‐664/1090 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 473.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 868 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T19

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:21 2016 Page 1 Galvanization = G60 Truss weight = 232 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS B‐P:3, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:4 WEBS B‐O:3, C‐O:3, D‐N:4, E‐G:3, G‐E:3, H‐M:4, I‐L:2, J‐L:2 2-0-0

6-0-0

7-8-0

6-0-0

4-0-0

-2-0-0

6-0-0

12-0-0

19-8-0

27-4-0

33-4-0

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

E R

12.00 12

G TU H

D 4

SCREW QTY CHORDS WEBS

J 2

10-1-13

12-1-13

I 2

LABEL T19R

4-0-0

2-0-0

16-0-0

21-4-2

LABEL 3 4 5 6 6 4 2 2 4 T19L Replace BC Replace BC P O with 3-1/2" N x 1-1/2" x 54 mil Bent Angle M L withK3-1/2" x 1-1/2" x 54 mil Bent Angle 6-0-0

6-0-0

15-4-0

6-0-0

4-0-0

6-0-0

12-0-0

27-4-0

33-4-0

37-4-0

‐L:6, N‐O:6 M L‐I:4, L‐J:2, M‐H:6, N‐D:6, O‐B:4, O‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.93 BC 0.20 WB 0.94

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >858 Horz(TL) 0.49 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/35‐4‐0/UKN, M/35‐4‐0/UKN, O/35‐4‐0/UKN, N/35‐4‐0/UKN, L/35‐4‐0/UKN P=1065(LC No. 11‐0.6D+MWFRS R to L), K=268(LC No. 1‐D+Lr), M=1763(LC No. 1‐D+Lr), O=819(LC No. 2‐D+Unbal.Lr L), N=1729(LC No. 1‐D+Lr), L=671(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐882(LC No. 10‐0.6D+MWFRS L to R), K=‐8(LC No. 15‐0.6D+MWFRS 3E R), O=‐427(LC No. 14‐0.6D+MWFRS 3E L), N=‐456(LC No. 11‐0.6D+MWFRS R to L), L=‐398(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1057/871, A‐B=0/197, B‐Q=‐1164/1119, C‐Q=‐1066/1185, C‐D=‐951/1184, D‐R=‐907/682, E‐R=‐844/702, E‐F=‐843/67, F‐S=‐658/76, G‐S=‐846/20, G‐T=‐847/703, T‐U=‐855/695, H‐U=‐910/682, H‐V=‐492/764, I‐V=‐645/741, I‐J=‐135/212, J‐K=‐248/94 BOT CHORD L‐M=‐1/1, K‐L=‐0/1, O‐P=‐926/764, N‐O=‐1/1 WEBS C‐O=‐1037/625, D‐N=‐1684/454, H‐M=‐1715/0, I‐L=‐880/744, J‐L=0/0, B‐O=‐794/964, E‐G=‐671/1053 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 507.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 926 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T19ST

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:24 2016 Page 1 Galvanization = G60 Truss weight = 231 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS B‐P:3, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:4 WEBS B‐O:3, C‐O:3, D‐N:4, E‐G:3, G‐E:3, H‐M:4, I‐L:2, J‐L:2 2-0-0

6-0-0

7-8-0

6-0-0

4-0-0

-2-0-0

6-0-0

12-0-0

19-8-0

27-4-0

33-4-0

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

E R

12.00 12

G T H

D 21-4-2

C 36-9-10

16-0-0

U I 2

J 2

2-0-0

SCREW QTY CHORDS WEBS

12-1-13

9-7-7 LABEL T19STR 4 2

LABEL 6 6 2 T19STL Replace BC Replace BC P O with 3-1/2" N x 1-1/2" x 54 mil Bent Angle M L withK3-1/2" x 1-1/2" x 54 mil Bent Angle 3 4

6-0-0

15-4-0

6-0-0

4-0-0

6-0-0

12-0-0

27-4-0

33-4-0

37-4-0

‐L:6, N‐O:6 M L‐I:4, L‐J:2, M‐H:6, N‐D:6, O‐B:4, O‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.93 BC 0.20 WB 0.94

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >865 Horz(TL) 0.49 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/35‐4‐0/UKN, M/35‐4‐0/UKN, O/35‐4‐0/UKN, N/35‐4‐0/UKN, L/35‐4‐0/UKN P=1055(LC No. 11‐0.6D+MWFRS R to L), K=230(LC No. 1‐D+Lr), M=1771(LC No. 1‐D+Lr), O=819(LC No. 2‐D+Unbal.Lr L), N=1729(LC No. 1‐D+Lr), L=620(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐862(LC No. 10‐0.6D+MWFRS L to R), O=‐427(LC No. 14‐0.6D+MWFRS 3E L), N=‐446(LC No. 11‐0.6D+MWFRS R to L), L=‐391(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1047/851, A‐B=0/197, B‐Q=‐1152/1095, C‐Q=‐1054/1163, C‐D=‐938/1157, D‐R=‐890/660, E‐R=‐822/680, E‐F=‐843/71, F‐S=‐658/75, G‐S=‐846/19, G‐T=‐825/681, H‐T=‐894/661, H‐U=‐441/725, I‐U=‐593/700, I‐J=‐119/183, J‐K=‐218/51 BOT CHORD L‐M=‐1/1, K‐L=‐0/1, O‐P=‐918/748, N‐O=‐1/1 WEBS C‐O=‐1028/617, D‐N=‐1683/444, H‐M=‐1722/0, I‐L=‐836/731, J‐L=0/0, B‐O=‐777/955, E‐G=‐633/1015 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 493.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 918 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T20

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:29 2016 Page 1 Galvanization = G60 Truss weight = 232 lbs

SCREW QTY (Total = 79 ). All Screws Are #12‐14 T/3 CHORDS B‐P:3, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:4 WEBS B‐O:3, C‐O:3, D‐N:4, E‐G:3, G‐E:3, H‐M:4, I‐L:3, J‐L:2 2-0-0

6-1-13

5-10-3

7-0-0

5-6-3

5-9-13

-2-0-0

6-1-13

12-0-0

19-0-0

26-0-0

31-6-3

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

S E

12.00 12 D

LABEL UI T20R

16-0-0

20-8-2

C 3

G T

11-5-13

2-0-0

3 3 4

P x 54 milOBent Angle N Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

J 2

2 2

2-8-0

LABEL12-1-13 T20L

KReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-1-13

5-10-3

14-0-0

5-6-3

5-9-13

6-1-13

12-0-0

26-0-0

31-6-3

37-4-0

‐L:6, N‐O:6 M L‐I:4, L‐J:2, M‐H:6, N‐D:6, O‐B:4, O‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.79 BC 0.20 WB 0.85

DEFL (in) (loc) l/defl Vert(LL) 0.04 A >999 Vert(TL) 0.05 A >832 Horz(TL) 0.41 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/35‐4‐0/UKN, N/35‐4‐0/UKN, O/35‐4‐0/UKN, M/35‐4‐0/UKN, L/35‐4‐0/UKN P=1044(LC No. 11‐0.6D+MWFRS R to L), K=391(LC No. 1‐D+Lr), N=1590(LC No. 1‐D+Lr), O=860(LC No. 2‐D+Unbal.Lr L), M=1569(LC No. 1‐D+Lr), L=851(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐889(LC No. 10‐0.6D+MWFRS L to R), K=‐67(LC No. 15‐0.6D+MWFRS 3E R), N=‐456(LC No. 11‐0.6D+MWFRS R to L), O=‐422(LC No. 14‐0.6D+MWFRS 3E L), L=‐429(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1036/878, A‐B=0/197, B‐Q=‐1148/1134, C‐Q=‐1050/1219, C‐D=‐929/1187, D‐R=‐898/687, E‐R=‐857/750, E‐F=‐768/22, F‐S=‐631/83, G‐S=‐767/27, G‐T=‐855/745, H‐T=‐895/682, H‐U=‐814/895, I‐U=‐822/869, I‐J=‐200/317, J‐K=‐348/217 BOT CHORD O‐P=‐916/775, N‐O=‐1/1, L‐M=‐1/1, K‐L=‐1/1 WEBS C‐O=‐1088/657, B‐O=‐804/951, D‐N=‐1547/454, H‐M=‐1528/0, I‐L=‐1046/814, J‐L=0/0, E‐G=‐798/1177 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 507.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 916 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T21

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:32 2016 Page 1 Galvanization = G60 Truss weight = 231 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS B‐P:4, F‐E:2, F‐G:2, J‐K:4, K‐J:7, P‐B:6 WEBS B‐O:2, C‐O:3, D‐N:2, E‐G:2, G‐E:2, H‐M:2, I‐L:2, J‐L:3 1-10-0

6-2-13

5-11-3

7-6-0

4-11-3

4-4-5

0-10-8

-1-10-0

6-2-13

12-2-0

19-8-0

27-2-0

32-1-3

36-5-8

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

S 12.00 12

TG U H

D 21-2-2

9-5-5

LABEL 12-3-13 B 2 A T21L 6 4

P N Replace BC with 3-1/2" x 1-1/2" x 54 O mil Bent Angle SCREW QTY CHORDS WEBS

I 2

J LABEL 3T21R 4

4 4

4-8-8

1-10-0

36-5-8

16-0-0

K Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

15-0-0

4-11-3

5-2-13

6-2-13

12-2-0

27-2-0

32-1-3

37-4-0

‐L:3, N‐O:3 M L‐I:4, L‐J:4, M‐H:3, N‐D:3, O‐B:3, O‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.44 BC 0.20 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.03 A >999 Vert(TL) 0.04 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

REACTIONS (jt/size/material)P/36‐5‐8/UKN, K/36‐5‐8/UKN, M/36‐5‐8/UKN, N/36‐5‐8/UKN, O/36‐5‐8/UKN, L/36‐5‐8/UKN P=1655(LC No. 1‐D+Lr), K=1839(LC No. 1‐D+Lr), M=794(LC No. 3‐D+Unbal.Lr R), N=840(LC No. 2‐D+Unbal.Lr L), O=885(LC No. 2‐D+Unbal.Lr L), L=431(LC No. 11‐0.6D+MWFRS R to L) Max Down Max Uplift P=‐89(LC No. 10‐0.6D+MWFRS L to R), K=‐180(LC No. 11‐0.6D+MWFRS R to L), M=‐229(LC No. 10‐0.6D+MWFRS L to R), N=‐254(LC No. 11‐0.6D+MWFRS R to L), O=‐411(LC No. 14‐0.6D+MWFRS 3E L), L=‐727(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal O=805(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), L=‐775(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1609/86, A‐B=0/180, B‐Q=‐1369/244, C‐Q=‐853/340, C‐D=‐1398/185, D‐R=‐1292/380, E‐R=‐1143/405, E‐F=‐734/128, F‐S=‐470/108, S‐T=‐681/84, G‐T=‐730/27, G‐U=‐1140/402, H‐U=‐1288/378, H‐V=‐890/205, I‐V=‐1329/125, I‐J=‐1200/226, J‐K=‐1809/179 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, O‐P=‐1/1, N‐O=‐1/1 WEBS D‐N=‐796/252, H‐M=‐755/227, B‐O=‐162/829, C‐O=‐1059/537, I‐L=‐807/544, J‐L=‐210/1132, E‐G=‐638/526 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 480.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T21ST

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:35 2016 Page 1 Galvanization = G60 Truss weight = 231 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS B‐P:4, F‐E:2, F‐G:2, J‐K:4, K‐J:7, P‐B:6 WEBS B‐O:2, C‐O:3, D‐N:2, E‐G:2, G‐E:2, H‐M:2, I‐L:2, J‐L:3 1-10-0

6-2-13

5-11-3

7-6-0

4-11-3

4-4-5

0-10-8

-1-10-0

6-2-13

12-2-0

19-8-0

27-2-0

32-1-3

36-5-8

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

S 12.00 12

TG U H

D 21-2-2

9-5-5

LABEL 12-3-13 B 2 A T21L 6 4

P N Replace BC with 3-1/2" x 1-1/2" x 54 O mil Bent Angle SCREW QTY CHORDS WEBS

I 2

J LABEL 3T21R 4

4 4

4-8-8

1-10-0

36-5-8

16-0-0

K Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

15-0-0

4-11-3

5-2-13

6-2-13

12-2-0

27-2-0

32-1-3

37-4-0

‐L:3, N‐O:3 M L‐I:4, L‐J:4, M‐H:3, N‐D:3, O‐B:3, O‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.44 BC 0.20 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.03 A >999 Vert(TL) 0.04 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T22

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:38 2016 Page 1 Galvanization = G60 Truss weight = 229 lbs

SCREW QTY (Total = 76 ). All Screws Are #12‐14 T/3 CHORDS A‐O:3, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:4 WEBS A‐N:2, B‐N:3, C‐M:4, D‐F:3, F‐D:3, G‐L:4, H‐K:2, I‐K:2 6-1-13

5-10-3

7-8-0

10-0-0

6-1-13

12-0-0

19-8-0

27-4-0

37-4-0

525USJD073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required 12.00 12

D P

FQ R G

C 16-0-0 21-4-2

S B

LABEL T22L 2-0-0

2 2

3 4

6-1-13

5-10-3

7-8-0

10-0-0

6-1-13

12-0-0

19-8-0

27-4-0

37-4-0

4-0-0

10-1-13

O x 54 milNBent Angle M Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

LABEL T22R I

12-1-13

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

L ‐K:6, M‐N:6 K‐H:4, K‐I:2, L‐G:6, M‐C:6, N‐A:3, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.92 BC 0.20 WB 0.92

DEFL (in) (loc) l/defl Vert(LL) 0.01 N‐O >999 Vert(TL) ‐0.02 N‐O >999 Horz(TL) 0.50 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L

REACTIONS (jt/size/material)O/5‐9‐10/UKN, J/31‐6‐6/UKN, L/31‐6‐6/UKN, N/31‐6‐6/UKN, M/31‐6‐6/UKN, K/31‐6‐6/UKN O=1039(LC No. 11‐0.6D+MWFRS R to L), J=365(LC No. 1‐D+Lr), L=1712(LC No. 1‐D+Lr), N=890(LC No. 2‐D+Unbal.Lr L), M=1706(LC No. 1‐D+Lr), K=630(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift O=‐883(LC No. 10‐0.6D+MWFRS L to R), J=‐56(LC No. 15‐0.6D+MWFRS 3E R), N=‐445(LC No. 14‐0.6D+MWFRS 3E L), M=‐449(LC No. 11‐0.6D+MWFRS R to L), K=‐406(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐1032/871, A‐B=‐1145/1168, B‐C=‐944/1184, C‐P=‐911/643, D‐P=‐848/706, D‐E=‐846/75, E‐F=‐848/76, F‐Q=‐843/701, Q‐R=‐852/693, G‐R=‐907/638, G‐S=‐567/808, H‐S=‐690/783, H‐I=‐184/274, I‐J=‐327/191 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, N‐O=‐862/831, M‐N=‐1/1 WEBS A‐N=‐865/899, B‐N=‐1053/798, C‐M=‐1663/447, G‐L=‐1676/0, D‐F=‐664/1044, H‐K=‐864/742, I‐K=0/0 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 457.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 862 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T23

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:40 2016 Page 1 Galvanization = G60 Truss weight = 246 lbs

SCREW QTY (Total = 80 ). All Screws Are #12‐14 T/3 CHORDS A‐P:4, E‐D:2, E‐F:2, I‐H:3, P‐A:5 WEBS A‐O:2, B‐N:2, B‐O:2, C‐N:2, D‐F:2, F‐D:2, G‐M:2, H‐L:2, H‐M:2 5-1-13

4-10-3

7-0-0

6-7-12

6-8-4

0-8-0

5-1-13

10-0-0

17-0-0

24-0-0

30-7-12

37-4-0

38-0-0

525USJD073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 C

U 2

16-0-0

20-8-2

2 2

LABEL T23L

LABEL T23R

2 2

700USJD073x6 H W

2 4

10-1-13

13-5-13 2 3

Replace BC with 3-1/2" xP1-1/2" xO54 milNBent Angle

SCREW QTY CHORDS WEBS

3 2 4

3 9

KI J

0-8-0

4-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-1-13

4-10-3

14-0-0

6-7-12

6-8-4

5-1-13

10-0-0

24-0-0

30-7-12

37-4-0

I ‐L:9, M‐L:4, N‐O:3 L‐H:4, M‐G:3, M‐H:2, N‐B:2, N‐C:3, O‐A:3, O‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.51 BC 0.25 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 K >587 Vert(TL) ‐0.03 L‐M >999 Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐P 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐N, G‐M

REACTIONS (jt/size/material)P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN, L/35‐4‐0/UKN, O/35‐4‐0/UKN, I/2‐0‐0/CON P=1498(LC No. 1‐D+Lr), N=767(LC No. 2‐D+Unbal.Lr L), M=971(LC No. 3‐D+Unbal.Lr R), L=1048(LC No. 1‐D+Lr), O=451(LC No. 1‐D+Lr), I=1319(LC No. 1‐D+Lr) Max Down Max Uplift N=‐453(LC No. 11‐0.6D+MWFRS R to L), M=‐461(LC No. 10‐0.6D+MWFRS L to R), O=‐133(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal N=145(LC No. 11‐0.6D+MWFRS R to L), M=‐220(LC No. 10‐0.6D+MWFRS L to R), L=‐735(LC No. 1‐D+Lr), O=668(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐P=‐1460/0, A‐B=‐1101/132, B‐Q=‐1219/43, C‐Q=‐793/164, C‐R=‐1184/324, R‐S=‐1085/350, D‐S=‐964/362, D‐T=‐611/71, E‐T=‐425/100, E‐F=‐665/118, F‐U=‐1095/368, G‐U=‐1194/305, G‐V=‐745/189, H‐V=‐1330/38, H‐W=‐729/143, I‐W=‐1243/43, I‐J=0/77, J‐K=0/50 BOT CHORD O‐P=‐1/1, N‐O=0/0, L‐M=0/0, I‐L=‐48/740 WEBS C‐N=‐720/192, G‐M=‐829/265, H‐M=‐439/431, H‐L=‐938/93, A‐O=‐89/837, B‐O=‐831/82, B‐N=‐313/378, D‐F=‐558/471 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 473.4 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T23ST

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:43 2016 Page 1 Galvanization = G60 Truss weight = 244 lbs

SCREW QTY (Total = 80 ). All Screws Are #12‐14 T/3 CHORDS A‐P:4, E‐D:2, E‐F:2, I‐H:3, P‐A:5 WEBS A‐O:2, B‐N:2, B‐O:2, C‐N:2, D‐F:2, F‐D:2, G‐M:2, H‐L:2, H‐M:2 0-6-6

4-7-7

4-10-3

7-0-0

6-7-12

6-8-4

0-8-0

-0-6-6

4-7-7

9-5-10

16-5-10

23-5-10

30-1-6

36-9-10

37-5-10

525USJD073x8 E 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

T C

20-8-2

16-0-0

Q B

2 2

LABEL T23STL

36-9-10

LABEL T23STR

9-7-7

3 3

700USJD073x6 H W

13-5-13 2 3

Replace BC with 3-1/2" x P1-1/2" xO54 milNBent Angle

3 2 4

KI J

3 9

0-8-0

4-6-6

SCREW QTY CHORDS WEBS

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-1-13

4-10-3

8-11-3

5-0-13

6-7-12

4-8-4

2-0-0

-0-6-6

9-5-10

18-4-13

23-5-10

30-1-6

34-9-10

36-9-10

I ‐L:9, M‐L:4, N‐O:3 L‐H:4, M‐G:3, M‐H:2, N‐B:2, N‐C:3, O‐A:3, O‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.51 BC 0.42 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.07 L‐M >999 Vert(TL) 0.05 L‐M >999 Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐P 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐N, G‐M

REACTIONS (jt/size/material)P/36‐9‐10/UKN, N/36‐9‐10/UKN, M/36‐9‐10/UKN, L/36‐9‐10/UKN, O/36‐9‐10/UKN, I/2‐0‐0/CON P=1510(LC No. 1‐D+Lr), N=735(LC No. 2‐D+Unbal.Lr L), M=978(LC No. 3‐D+Unbal.Lr R), L=1043(LC No. 1‐D+Lr), O=399(LC No. 2‐D+Unbal.Lr L), I=1312(LC No. 1‐D+Lr) Max Down Max Uplift P=‐72(LC No. 10‐0.6D+MWFRS L to R), N=‐451(LC No. 11‐0.6D+MWFRS R to L), M=‐550(LC No. 10‐0.6D+MWFRS L to R), L=‐254(LC No. 15‐0.6D+MWFRS 3E R), O=‐350(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal P=1(LC No. 10‐0.6D+MWFRS L to R), N=157(LC No. 11‐0.6D+MWFRS R to L), M=‐219(LC No. 10‐0.6D+MWFRS L to R), L=‐728(LC No. 1‐D+Lr), O=623(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐P=‐1477/11, A‐B=‐1017/124, B‐Q=‐1196/32, C‐Q=‐771/154, C‐R=‐1179/298, R‐S=‐1080/349, D‐S=‐958/361, D‐T=‐613/71, E‐T=‐428/100, E‐F=‐665/117, F‐U=‐1088/366, G‐U=‐1187/303, G‐V=‐731/194, H‐V=‐1317/43, H‐W=‐720/147, I‐W=‐1233/47, I‐J=0/77, J‐K=0/50 BOT CHORD O‐P=‐1/1, N‐O=0/0, L‐M=0/0, I‐L=‐49/733 WEBS C‐N=‐742/207, G‐M=‐834/265, H‐M=‐440/430, H‐L=‐933/94, A‐O=‐93/865, B‐O=‐880/52, B‐N=‐276/380, D‐F=‐553/471 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 460.2 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T24

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:46 2016 Page 1 Galvanization = G60 Truss weight = 234 lbs

SCREW QTY (Total = 63 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:3 WEBS B‐O:2, C‐O:2, D‐N:3, E‐G:2, G‐E:2, H‐M:3, I‐L:2, J‐L:2 1-11-6

6-2-2

5-10-8

7-6-0

4-11-14

5-3-8

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

32-0-8

37-4-0

525USJD073x8 F 2

S 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required GT U H

D 3

C 2

2 2

2 2 3

P x 54 mil O N Replace BC with 3-1/2" x 1-1/2" Bent Angle SCREW QTY CHORDS WEBS

LABEL T24R J

10-5-3

12-2-7

3-8-10

1-11-6

LABEL Q T24L A

16-0-0

21-2-2

KReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

15-0-0

4-11-14

5-3-8

6-2-2

12-0-10

27-0-10

32-0-8

37-4-0

‐L:5, N‐O:5 M L‐I:3, L‐J:2, M‐H:5, N‐D:5, O‐B:3, O‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐0‐2 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.15 WB 0.68

DEFL (in) (loc) l/defl Vert(LL) 0.03 A >999 Vert(TL) 0.04 A >999 Horz(TL) 0.36 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐N, H‐M

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/35‐4‐0/UKN, M/35‐4‐0/UKN, N/35‐4‐0/UKN, O/35‐4‐0/UKN, L/35‐4‐0/UKN P=787(LC No. 11‐0.6D+MWFRS R to L), K=278(LC No. 1‐D+Lr), M=1259(LC No. 1‐D+Lr), N=1270(LC No. 1‐D+Lr), O=632(LC No. 2‐D+Unbal.Lr L), L=513(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐654(LC No. 10‐0.6D+MWFRS L to R), K=‐44(LC No. 15‐0.6D+MWFRS 3E R), N=‐340(LC No. 11‐0.6D+MWFRS R to L), O=‐321(LC No. 14‐0.6D+MWFRS 3E L), L=‐310(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐781/645, A‐B=0/144, B‐Q=‐874/843, C‐Q=‐799/907, C‐D=‐708/889, D‐R=‐686/491, E‐R=‐639/539, E‐F=‐622/47, F‐S=‐491/58, G‐S=‐622/16, G‐T=‐635/534, T‐U=‐647/522, H‐U=‐683/486, H‐V=‐447/630, I‐V=‐542/604, I‐J=‐140/213, J‐K=‐249/148 BOT CHORD L‐M=‐0/1, K‐L=‐0/1, O‐P=‐695/578, N‐O=‐0/1 WEBS D‐N=‐1238/338, C‐O=‐795/484, B‐O=‐598/720, H‐M=‐1232/0, I‐L=‐682/572, J‐L=0/0, E‐G=‐521/808 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 506.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 695 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T25

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:48 2016 Page 1 Galvanization = G60 Truss weight = 256 lbs

SCREW QTY (Total = 65 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, E‐D:2, E‐F:2, H‐I:2, I‐H:2, M‐A:4 WEBS A‐L:2, B‐L:2, C‐K:3, D‐F:2, F‐D:2, G‐J:3, H‐J:2 5-3-8

4-11-14

7-6-0

5-10-8

6-2-2

5-3-8

10-3-6

17-9-6

25-3-6

31-1-14

37-4-0

700USJD073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 O

F G H

C 21-0-14

3 2

27-0-1

3-8-10

10-5-3

Replace BC with 3-1/2" x 1-1/2" M x 54 mil L Bent Angle K SCREW QTY CHORDS WEBS

LABEL T25R

1-10-8

2 4

12-3-2

T25L 2

16-0-0

N LABEL B

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

J I

5-3-8

4-11-14

15-0-0

1-8-11

4-1-13

6-2-2

5-3-8

10-3-6

25-3-6

27-0-1

31-1-14

37-4-0

J ‐I:7, K‐L:6 J‐G:7, J‐H:2, K‐C:6, L‐A:3, L‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.14 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.01 I‐J >999 Vert(TL) 0.01 I‐J >999 Horz(TL) 0.29 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 073 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐H BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐K, G‐J

REACTIONS (jt/size/material)M/27‐0‐1/UKN, I/2‐0‐0/UKN, I/2‐0‐0/UKN, K/27‐0‐1/UKN, L/27‐0‐1/UKN, J/2‐0‐0/UKN, J/2‐0‐0/UKN M=1038(LC No. 11‐0.6D+MWFRS R to L), K=1680(LC No. 1‐D+Lr), L=703(LC No. 2‐D+Unbal.Lr L), J=1867(LC No. 1‐D+Lr), J=1867(LC No. 1‐D+Lr) Max Down Max Uplift M=‐724(LC No. 10‐0.6D+MWFRS L to R), I=‐581(LC No. 1‐D+Lr), I=‐581(LC No. 1‐D+Lr), K=‐269(LC No. 11‐0.6D+MWFRS R to L), L=‐547(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐1040/722, A‐B=‐878/765, B‐N=‐699/648, C‐N=‐585/753, C‐O=‐753/272, D‐O=‐524/337, D‐P=‐855/109, E‐P=‐710/133, E‐F=‐834/142, F‐G=‐731/327, G‐H=0/549, H‐I=0/597 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, I‐J=‐1/1 WEBS C‐K=‐1643/326, B‐L=‐709/532, A‐L=‐644/806, G‐J=‐1851/315, D‐F=‐80/575, H‐J=‐7/7 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 237.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 668 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T26

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:51 2016 Page 1 Galvanization = G60 Truss weight = 292 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:2, F‐G:2, I‐J:2, J‐I:3, N‐B:4 WEBS B‐M:2, C‐M:2, D‐L:4, E‐G:2, G‐E:2, H‐K:5, I‐K:2 1-10-0

6-2-13

5-11-3

10-10-0

-1-9-15

6-2-13

12-2-0

23-0-0

33-10-0

3-0-0 0-6-0 36-10-0 37-4-0

4 0-

10 -

1 0-

700USJD073x8 F 2

QTruss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required R S

12.00 12 24-4-14

TG H

1-10-0

LABEL 12-3-13 T26L

AB 4

T26R

3-7-13

11-0-0

C O

ILABEL

16-0-0

N 6-2-13 M 5-11-3 L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 6-2-13

12-2-0

21-8-0 33-10-0

K3-0-0 0-6-0 J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 36-10-0 37-4-0

SCREW QTY CHORDS WEBS

‐J:9, L‐M:8 K K‐H:9, K‐I:2, L‐D:8, M‐B:4, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.92 BC 0.23 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) ‐0.01 A >999 Vert(TL) 0.02 A >999 Horz(TL) 0.52 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 057 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied D‐L, H‐K, E‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/35‐4‐0/UKN, K/35‐4‐0/UKN, L/35‐4‐0/UKN, M/35‐4‐0/UKN Max Down N=1061(LC No. 11‐0.6D+MWFRS R to L), K=2702(LC No. 1‐D+Lr), L=2377(LC No. 1‐D+Lr), M=619(LC No. 2‐D+Unbal.Lr L) Max Uplift N=‐734(LC No. 10‐0.6D+MWFRS L to R), J=‐719(LC No. 1‐D+Lr), L=‐423(LC No. 11‐0.6D+MWFRS R to L), M=‐413(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1053/724, A‐B=0/175, B‐O=‐1221/1011, C‐O=‐1119/1076, C‐D=‐1005/1124, D‐E=‐1065/469, E‐P=‐1220/130, F‐P=‐977/216, F‐Q=‐673/233, Q‐R=‐807/199, R‐S=‐977/138, S‐T=‐1234/125, G‐T=‐1259/68, G‐H=‐1080/463, H‐I=‐1/789, I‐J=‐2/748 BOT CHORD J‐K=‐1/1, M‐N=‐961/700, L‐M=‐1/1 WEBS D‐L=‐2333/421, C‐M=‐741/468, B‐M=‐718/986, H‐K=‐2674/474, I‐K=‐3/3, E‐G=‐128/700 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 489.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 961 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T27

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:54 2016 Page 1 Galvanization = G60 Truss weight = 225 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS A‐O:3, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:4 WEBS A‐N:2, B‐N:3, C‐M:4, D‐F:3, F‐D:3, G‐L:4, H‐K:3, I‐K:2 5-11-5

5-7-11

7-0-0

5-6-3

5-9-13

5-11-5

11-7-0

18-7-0

25-7-0

31-1-3

36-11-0

525USJD073x8 E 2

12.00 12

B LABEL T27L3

LABEL T27R SH 3

11-5-13

11-8-13

2 3 4

O x 54 mil NBent Angle M Replace BC with 3-1/2" x 1-1/2"

2 2

2-8-0

2-5-0

16-0-0

20-8-2

SCREW QTY CHORDS WEBS

F R

Q CP

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-11-5

5-7-11

7-0-0

5-6-3

5-9-13

5-11-5

11-7-0

18-7-0

25-7-0

31-1-3

36-11-0

L ‐K:6, M‐N:6 K‐H:4, K‐I:2, L‐G:6, M‐C:6, N‐A:3, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.78 BC 0.18 WB 0.84

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.02 N‐O >999 Horz(TL) 0.41 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L

REACTIONS (jt/size/material)O/1‐7‐0/CON, J/35‐4‐0/UKN, M/35‐4‐0/UKN, N/35‐4‐0/UKN, L/35‐4‐0/UKN, K/35‐4‐0/UKN O=1080(LC No. 11‐0.6D+MWFRS R to L), J=391(LC No. 1‐D+Lr), M=1572(LC No. 1‐D+Lr), N=881(LC No. 2‐D+Unbal.Lr L), L=1570(LC No. 1‐D+Lr), K=851(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift O=‐963(LC No. 10‐0.6D+MWFRS L to R), J=‐67(LC No. 15‐0.6D+MWFRS 3E R), M=‐455(LC No. 11‐0.6D+MWFRS R to L), N=‐440(LC No. 14‐0.6D+MWFRS 3E L), K=‐428(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐1072/951, A‐B=‐1113/1173, B‐C=‐923/1193, C‐P=‐909/685, P‐Q=‐894/695, D‐Q=‐856/748, D‐E=‐768/21, E‐F=‐768/83, F‐R=‐855/747, G‐R=‐896/684, G‐S=‐813/889, H‐S=‐822/868, H‐I=‐200/317, I‐J=‐348/218 BOT CHORD N‐O=‐838/835, M‐N=‐1/1, K‐L=‐1/1, J‐K=‐1/1 WEBS A‐N=‐892/896, B‐N=‐1068/813, C‐M=‐1530/453, G‐L=‐1529/0, H‐K=‐1046/813, I‐K=0/0, D‐F=‐796/1173 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 446.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 838 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T28

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:56 2016 Page 1 Galvanization = G60 Truss weight = 225 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS A‐O:3, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:4 WEBS A‐N:2, B‐N:3, C‐M:4, D‐F:3, F‐D:3, G‐L:4, H‐K:3, I‐K:2 5-11-5

5-7-11

7-0-0

5-6-3

5-9-13

5-11-5

11-7-0

18-7-0

25-7-0

31-1-3

36-11-0

525USJD073x8 E 2

12.00 12

B LABEL T28L3

LABEL T28R SH 3

11-5-13

11-8-13

2 3 4

O x 54 mil NBent Angle M Replace BC with 3-1/2" x 1-1/2"

2 2

2-8-0

2-5-0

16-0-0

20-8-2

SCREW QTY CHORDS WEBS

F R

Q CP

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-11-5

5-7-11

7-0-0

5-6-3

5-9-13

5-11-5

11-7-0

18-7-0

25-7-0

31-1-3

36-11-0

L ‐K:6, M‐N:6 K‐H:4, K‐I:2, L‐G:6, M‐C:6, N‐A:3, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.78 BC 0.18 WB 0.84

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.02 N‐O >999 Horz(TL) 0.41 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T29

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:59 2016 Page 1 Galvanization = G60 Truss weight = 247 lbs

SCREW QTY (Total = 69 ). All Screws Are #12‐14 T/3 CHORDS A‐O:4, E‐D:2, E‐F:2, I‐J:3, J‐I:5, O‐A:5 WEBS A‐N:2, B‐M:2, B‐N:2, C‐M:2, D‐F:2, F‐D:2, G‐L:2, H‐K:2, H‐L:2, I‐K:2 5-1-13

4-10-3

7-0-0

5-6-3

5-9-13

5-1-13

10-0-0

17-0-0

24-0-0

29-6-3

35-4-0

525USJD073x8 E 2

12.00 12 C

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

P 2 2

LABEL T29L

A 10-1-13

2 2

11-5-13

2 3

3 2

Replace BC with 3-1/2" x 1-1/2" x 54Nmil BentMAngle O SCREW QTY CHORDS WEBS

LABEL T29R

3 5

2-8-0

4-0-0

16-0-0

20-8-2

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-10-13

4-10-3

14-0-0

5-6-3

5-9-13

0-3-0

5-1-13

10-0-0

24-0-0

29-6-3

35-4-0

L ‐K:3, M‐N:3 K‐H:3, K‐I:3, L‐G:3, L‐H:2, M‐B:2, M‐C:3, N‐A:3, N‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.30 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.04 J‐K >999 Vert(TL) 0.03 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L

REACTIONS (jt/size/material)O/35‐4‐0/UKN, O/35‐4‐0/UKN, J/35‐4‐0/UKN, M/35‐4‐0/UKN, N/35‐4‐0/UKN, L/35‐4‐0/UKN, K/35‐4‐0/UKN O=1520(LC No. 1‐D+Lr), O=1520(LC No. 1‐D+Lr), J=1397(LC No. 1‐D+Lr), M=759(LC No. 2‐D+Unbal.Lr L), N=451(LC No. 1‐D+Lr), L=854(LC No. 3‐D+Unbal.Lr R), K=682(LC No. 1‐D+Lr) Max Down Max Uplift M=‐439(LC No. 11‐0.6D+MWFRS R to L), N=‐357(LC No. 14‐0.6D+MWFRS 3E L), L=‐427(LC No. 10‐0.6D+MWFRS L to R), K=‐328(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal O=1(LC No. 12‐0.6D+MWFRS 2E L), J=‐1(LC No. 12‐0.6D+MWFRS 2E L), M=146(LC No. 11‐0.6D+MWFRS R to L), N=681(LC No. 1‐D+Lr), L=‐164(LC No. 10‐0.6D+MWFRS L to R), K=‐722(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐1482/0, A‐B=‐1118/136, B‐P=‐1242/61, C‐P=‐817/144, C‐Q=‐1199/335, Q‐R=‐1100/361, D‐R=‐978/373, D‐E=‐660/115, E‐F=‐662/116, F‐S=‐1102/374, G‐S=‐1201/336, G‐T=‐1255/170, H‐T=‐1288/31, H‐I=‐1193/145, I‐J=‐1354/0 BOT CHORD N‐O=‐1/1, M‐N=0/0, K‐L=0/0, J‐K=‐1/1 WEBS A‐N=‐93/852, B‐N=‐841/90, B‐M=‐305/374, C‐M=‐715/195, G‐L=‐744/209, H‐L=‐365/388, H‐K=‐852/117, I‐K=‐84/786, D‐F=‐579/484 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 409.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T30

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:05 2016 Page 1 Galvanization = G60 Truss weight = 220 lbs

SCREW QTY (Total = 69 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:2, F‐G:2, I‐J:2, J‐I:2, N‐B:4 WEBS B‐M:2, C‐M:3, D‐L:4, E‐G:2, G‐E:2, H‐K:4, I‐K:2 1-10-0

6-2-13

5-11-3

7-6-0

7-11-12

-1-10-0

6-2-13

12-2-0

19-8-0

27-2-0

35-1-12

525USJD073x8 F 2

QR 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required G S H

D 4

C 3

LABEL12-3-13 T30L B A 43

8-1-9

2 3

6 7

N M Bent Angle L Replace BC with 3-1/2" x 1-1/2" x 54 mil SCREW QTY CHORDS WEBS

LABEL I T30R 2 6-0-4

1-10-0

16-0-0

21-2-2

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-13

5-11-3

15-0-0

7-11-12

6-2-13

12-2-0

27-2-0

35-1-12

‐J:7, L‐M:6 K K‐H:6, K‐I:2, L‐D:6, M‐B:3, M‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.39 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) 0.06 J‐K >999 Vert(TL) ‐0.14 J‐K >663 Horz(TL) 0.44 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐L, H‐K

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/33‐1‐12/UKN, K/33‐1‐12/UKN, M/33‐1‐12/UKN, L/33‐1‐12/UKN N=985(LC No. 11‐0.6D+MWFRS R to L), J=455(LC No. 3‐D+Unbal.Lr R), K=1881(LC No. 1‐D+Lr), M=864(LC No. 2‐D+Unbal.Lr L), L=1668(LC No. 1‐D+Lr) Max Down Max Uplift N=‐766(LC No. 10‐0.6D+MWFRS L to R), J=‐189(LC No. 15‐0.6D+MWFRS 3E R), M=‐431(LC No. 14‐0.6D+MWFRS 3E L), L=‐425(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐978/756, A‐B=0/180, B‐O=‐1116/1023, C‐O=‐1014/1108, C‐D=‐889/1072, D‐P=‐817/539, E‐P=‐734/602, E‐F=‐807/46, F‐Q=‐650/72, Q‐R=‐709/16, G‐R=‐825/1, G‐S=‐778/636, H‐S=‐851/611, H‐T=‐201/520, I‐T=‐276/335, I‐J=‐502/411 BOT CHORD J‐K=‐1/1, M‐N=‐887/703, L‐M=‐1/1 WEBS B‐M=‐724/914, C‐M=‐1044/639, D‐L=‐1624/422, H‐K=‐1803/123, I‐K=‐1/1, E‐G=‐559/940 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 448.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 887 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T31

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:08 2016 Page 1 Galvanization = G60 Truss weight = 186 lbs

SCREW QTY (Total = 89 ). All Screws Are #12‐14 T/3 CHORDS C‐D:3, G‐F:2, G‐H:2, K‐J:2 WEBS D‐O:2, E‐O:4, F‐H:3, H‐F:3, I‐N:4, J‐N:2 0-9-0

4-9-5

4-5-11

7-9-0

4-5-11

4-9-5

0-9-0

-0-9-0

4-9-5

9-3-0

17-0-0

24-9-0

29-2-11

34-0-0

34-9-0

525USJD073x8 G 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required S

R 3

TH I

E 4

700USJD073x4 LABEL DP

700USJD073x4 LABEL U J T31R 2

11-0-0

17-5-2

T31L2

A BC

9-4-13 2 6 7

Replace BC with 3-1/2" x 1-1/2" x 54 mil BentOAngle

SCREW QTY CHORDS WEBS

6 2 7

M K L

0-9-0

9-4-13

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

9-3-0

7-9-0

9-3-0

17-0-0

24-9-0

34-0-0

‐O:8, K‐N:8, N‐K:7, O‐C:7 C N‐I:6, N‐J:2, O‐D:2, O‐E:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.79 BC 0.51 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.12 K‐N >932 Vert(TL) ‐0.26 K‐N >418 Horz(TL) 0.24 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐O, I‐N

REACTIONS (jt/size/material)C/2‐0‐0/CON, O/30‐0‐0/UKN, N/30‐0‐0/UKN, K/2‐0‐0/CON Max Down C=729(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), O=1935(LC No. 1‐D+Lr), N=1935(LC No. 1‐D+Lr), K=723(LC No. 3‐D+Unbal.Lr R) C=‐586(LC No. 10‐0.6D+MWFRS L to R), O=‐437(LC No. 11‐0.6D+MWFRS R to L), K=‐329(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/58, B‐C=0/77, C‐D=‐964/1042, D‐P=‐843/1058, E‐P=‐843/1160, E‐F=‐890/711, F‐Q=‐941/17, Q‐R=‐907/24, G‐R=‐692/137, G‐S=‐692/136, S‐T=‐907/24, H‐T=‐941/17, H‐I=‐890/711, I‐U=‐465/809, J‐U=‐577/810, J‐K=‐550/780, K‐L=0/77, L‐M=0/58 BOT CHORD C‐O=‐220/271, K‐N=‐222/271 WEBS D‐O=‐495/402, E‐O=‐1640/397, I‐N=‐1640/0, J‐N=‐495/405, F‐H=‐530/975 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 412.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 769 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T32

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:10 2016 Page 1 Galvanization = G60 Truss weight = 214 lbs

SCREW QTY (Total = 63 ). All Screws Are #12‐14 T/3 CHORDS A‐M:4, E‐D:2, E‐F:2, H‐I:4, I‐H:6, M‐A:5 WEBS A‐L:2, B‐L:2, C‐K:2, D‐F:2, F‐D:2, G‐J:3, H‐J:2 5-2-13

4-11-3

7-6-0

7-11-12

5-2-13

10-2-0

17-8-0

25-2-0

33-1-12

525USJD073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required Q

12.00 12 D P O

R G

LABEL A T32L 2

H LABEL 2T32R 4

6-0-4

3-10-0

8-1-9

10-3-13

4 5

Replace BC with 3-1/2" x 1-1/2" M x 54Lmil BentKAngle SCREW QTY CHORDS WEBS

16-0-0

21-2-2

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-11-13

4-11-3

15-0-0

7-11-12

0-3-0

5-2-13

10-2-0

25-2-0

33-1-12

J ‐I:4, K‐L:3 J‐G:4, J‐H:3, K‐C:3, L‐A:3, L‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62 BC 0.33 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.10 I‐J >951 Vert(TL) 0.08 I‐J >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 55 USD 035 50 *Except* K‐M 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐H BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐K, G‐J

REACTIONS (jt/size/material)M/33‐1‐12/UKN, M/33‐1‐12/UKN, I/33‐1‐12/UKN, J/33‐1‐12/UKN, L/33‐1‐12/UKN, K/33‐1‐12/UKN M=1463(LC No. 1‐D+Lr), M=1463(LC No. 1‐D+Lr), I=1674(LC No. 1‐D+Lr), J=912(LC No. 3‐D+Unbal.Lr R), L=537(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), K=822(LC No. 2‐D+Unbal.Lr L) Max Down Max Uplift M=‐100(LC No. 10‐0.6D+MWFRS L to R), I=‐56(LC No. 11‐0.6D+MWFRS R to L), J=‐656(LC No. 10‐0.6D+MWFRS L to R), L=‐777(LC No. 14‐0.6D+MWFRS 3E L), K=‐173(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal M=1(LC No. 12‐0.6D+MWFRS 2E L), I=‐3(LC No. 12‐0.6D+MWFRS 2E L), J=‐671(LC No. 1‐D+Lr), L=671(LC No. 1‐D+Lr), K=‐1(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐1424/123, A‐B=‐1094/248, B‐N=‐1179/31, C‐N=‐744/144, C‐O=‐1199/265, O‐P=‐1050/311, D‐P=‐1017/328, D‐E=‐667/115, E‐Q=‐474/128, F‐Q=‐751/45, F‐R=‐1086/359, G‐R=‐1235/296, G‐S=‐654/306, H‐S=‐1179/183, H‐I=‐1596/103 BOT CHORD I‐J=‐1/1, L‐M=‐1/1, K‐L=‐1/1 WEBS A‐L=‐192/822, B‐L=‐864/568, C‐K=‐785/253, G‐J=‐1163/558, H‐J=‐217/830, D‐F=‐516/439 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 359.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T33

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:13 2016 Page 1 Galvanization = G60 Truss weight = 172 lbs

SCREW QTY (Total = 103 ). All Screws Are #12‐14 T/3 CHORDS C‐D:3, G‐F:3, G‐H:2, K‐J:3 WEBS D‐O:2, E‐O:5, F‐H:4, H‐F:4, I‐N:5, J‐N:2 0-9-9

4-9-0

4-5-7

6-1-9

4-5-7

4-9-0

0-9-8

-0-9-8

4-9-0

9-2-7

15-4-0

21-5-9

25-11-0

30-8-0

31-5-8

525USJD073x8 G 3

12.00 12

E 5

700USJD073x4

A C B

700USJD073x4 SJ 2

LABEL T33L 9-4-4

LABEL T33R

9-4-4

3 7 9

7 3 9

O Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

MK L

0-9-8

0-9-9

SCREW QTY CHORDS WEBS

11-0-0

15-9-10

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-0

4-5-7

6-1-9

4-5-7

4-9-0

9-2-7

15-4-0

21-5-9

25-11-0

30-8-0

‐O:8, K‐N:8, N‐K:9, O‐C:9 C N‐I:7, N‐J:3, O‐D:3, O‐E:7

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.79 BC 0.78 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.18 K‐N >617 Vert(TL) ‐0.40 K‐N >276 Horz(TL) 0.22 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐O, I‐N

REACTIONS (jt/size/material)C/2‐0‐0/CON, O/26‐8‐0/UKN, N/26‐8‐0/UKN, K/2‐0‐0/CON Max Down C=1148(LC No. 2‐D+Unbal.Lr L), O=2504(LC No. 1‐D+Lr), N=2504(LC No. 1‐D+Lr), K=1147(LC No. 3‐D+Unbal.Lr R) C=‐729(LC No. 10‐0.6D+MWFRS L to R), O=‐591(LC No. 11‐0.6D+MWFRS R to L), K=‐489(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/94, B‐C=0/112, C‐D=‐1272/1365, D‐P=‐1102/1350, E‐P=‐1087/1517, E‐F=‐1166/1031, F‐Q=‐1057/0, G‐Q=‐862/106, G‐R=‐862/106, H‐R=‐1057/0, H‐I=‐1166/1031, I‐S=‐946/1207, J‐S=‐964/1255, J‐K=‐901/1204, K‐L=0/111, L‐M=0/94 BOT CHORD C‐O=‐354/463, K‐N=‐356/463 WEBS D‐O=‐850/651, E‐O=‐1950/511, I‐N=‐1950/0, J‐N=‐849/653, F‐H=‐855/1497 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 339.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1046 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T34

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:16 2016 Page 1 Galvanization = G60 Truss weight = 147 lbs

SCREW QTY (Total = 68 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐P:2, D‐Q:2, E‐P:3, F‐H:3, H‐F:3, I‐O:3, J‐N:2, J‐O:2 0-8-0

4-8-4

4-7-12

6-0-0

4-7-12

4-8-4

0-8-0

-0-8-0

4-8-4

9-4-0

15-4-0

21-4-0

25-11-12

30-8-0

31-4-0

525USJ073x8 G 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

12.00 12

H I

11-0-0

15-8-2

700USJ073x6 R D 2 2

U 700USJ073x6 J 2 2

A BC

LABEL T34R9-5-8

2 5

5 2

Replace BC with 3-1/2" x 1-1/2" xQ54 mil Bent P Angle

SCREW QTY CHORDS WEBS

M KL

0-8-0

LABEL 9-5-8 T34L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

6-0-0

4-7-12

4-8-4

9-4-0

15-4-0

21-4-0

25-11-12

30-8-0

‐Q:4, K‐N:4, O‐N:5, P‐Q:5 C N‐J:2, O‐I:5, O‐J:2, P‐D:2, P‐E:5, Q‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.15 WB 0.88

DEFL (in) (loc) l/defl Vert(LL) 0.01 K‐N >999 Vert(TL) ‐0.02 K‐N >999 Horz(TL) 0.16 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* D‐P 25 USW 046 50, E‐P 30 USW 057 50, I‐O 30 USW 057 50, J‐O 25 USW 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied E‐P, I‐O, F‐H WEBS 1 Row at midpt

REACTIONS (jt/size/material)C/2‐0‐0/CON, P/26‐8‐0/UKN, Q/26‐8‐0/UKN, O/26‐8‐0/UKN, N/26‐8‐0/UKN, K/2‐0‐0/CON Max Down C=559(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), P=1439(LC No. 1‐D+Lr), Q=433(LC No. 2‐D+Unbal.Lr L), O=1439(LC No. 1‐D+Lr), N=433(LC No. 3‐D+Unbal.Lr R), K=543(LC No. 3‐D+Unbal.Lr R) Max Uplift C=‐441(LC No. 10‐0.6D+MWFRS L to R), P=‐438(LC No. 11‐0.6D+MWFRS R to L), Q=‐189(LC No. 15‐0.6D+MWFRS 3E R), N=‐210(LC No. 15‐0.6D+MWFRS 3E R), K=‐219(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐D=‐761/840, D‐R=‐719/884, E‐R=‐614/984, E‐F=‐765/685, F‐S=‐688/0, G‐S=‐560/67, G‐T=‐560/66, H‐T=‐688/0, H‐I=‐765/685, I‐U=‐508/791, J‐U=‐624/814, J‐K=‐327/517, K‐L=0/77, L‐M=0/50 BOT CHORD C‐Q=‐104/140, P‐Q=‐103/140, N‐O=‐83/140, K‐N=‐84/133 WEBS D‐Q=‐486/412, D‐P=‐206/152, E‐P=‐1288/325, I‐O=‐1288/0, J‐O=‐206/123, J‐N=‐486/415, F‐H=‐567/998 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 334.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 688 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T35

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:21 2016 Page 1 Galvanization = G60 Truss weight = 142 lbs

SCREW QTY (Total = 83 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:3, B‐N:3, C‐M:3, D‐F:2, F‐D:2, G‐L:3, H‐K:2, H‐L:2 4-8-4

4-7-12

6-0-0

4-7-12

4-8-4

9-4-0

15-4-0

21-4-0

25-11-12

30-8-0

525USJ073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

12.00 12

F G

15-8-2

C 3

3 3

11-0-0

H 2 2

LABEL T35L

LABEL T35R 9-5-8

9-5-8

A 2

4 5 6

5 2

Replace BC with 3-1/2" x 1-1/2" x 54 mil O N Bent Angle M SCREW QTY CHORDS WEBS

0-8-0

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

6-0-0

4-7-12

4-8-4

9-4-0

15-4-0

21-4-0

25-11-12

30-8-0

L ‐K:5, M‐N:6 K‐H:4, L‐G:5, L‐H:2, M‐B:4, M‐C:5, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.14 WB 1.00

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.01 M‐N >999 Horz(TL) 0.18 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 *Except* A‐O 30 USW 046 50, I‐J 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐N 30 USW 057 50, C‐M 30 USW 057 50, G‐L 30 USW 057 50, H‐L 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L, D‐F UST Brace B‐M Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)O/2‐0‐0/CON, M/26‐8‐0/UKN, N/26‐8‐0/UKN, L/26‐8‐0/UKN, K/26‐8‐0/UKN, J/2‐0‐0/CON Max Down O=310(LC No. 1‐D+Lr), M=1737(LC No. 10‐0.6D+MWFRS L to R), N=1301(LC No. 11‐0.6D+MWFRS R to L), L=1320(LC No. 1‐D+Lr), K=710(LC No. 3‐D+Unbal.Lr R), J=311(LC No. 1‐D+Lr) Max Uplift O=‐63(LC No. 14‐0.6D+MWFRS 3E L), M=‐1084(LC No. 11‐0.6D+MWFRS R to L), N=‐1203(LC No. 10‐0.6D+MWFRS L to R), K=‐302(LC No. 15‐0.6D+MWFRS 3E R), J=‐63(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐166/264, B‐P=‐741/871, C‐P=‐637/952, C‐D=‐771/625, D‐Q=‐689/0, E‐Q=‐561/75, E‐R=‐561/74, F‐R=‐689/0, F‐G=‐771/626, G‐S=‐522/694, H‐S=‐638/686, H‐I=‐167/264, A‐O=‐287/187, I‐J=‐287/188 BOT CHORD N‐O=‐692/693, M‐N=‐691/693, K‐L=‐1/1, J‐K=‐1/1 WEBS B‐N=‐1318/1208, B‐M=‐1020/1018, C‐M=‐1284/335, G‐L=‐1285/0, H‐L=‐1/1, H‐K=‐798/621, D‐F=‐578/900 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 308.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 692 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T36

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:24 2016 Page 1 Galvanization = G60 Truss weight = 152 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, M‐A:2 WEBS B‐L:2, C‐L:4, D‐F:2, F‐D:2, G‐K:4, H‐K:2 3-9-7

3-6-3

3-9-7

7-3-10

10-9-13

14-4-0

17-10-3

21-4-6

24-10-9

28-8-0

525USJD073x8 E 2

P D

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required F

14-8-2

C N

A 2

Replace BC with 3-1/2" x 1-1/2" xM54 mil Bent AngleL SCREW QTY CHORDS WEBS

LABEL H T36R 0-8-0

0-8-0

LABEL B T36L 2

11-0-0

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

7-3-10

7-0-6

7-3-10

14-4-0

21-4-6

28-8-0

‐J:6, L‐M:6 K K‐G:6, K‐H:2, L‐B:2, L‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.33 WB 0.87

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* C‐L 60 USWD 046 50, G‐K 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)M/28‐8‐0/UKN, J/28‐8‐0/UKN, L/28‐8‐0/UKN, K/28‐8‐0/UKN M=504(LC No. 1‐D+Lr), J=504(LC No. 1‐D+Lr), L=1624(LC No. 1‐D+Lr), K=1624(LC No. 1‐D+Lr) Max Down Max Uplift M=‐64(LC No. 10‐0.6D+MWFRS L to R), J=‐64(LC No. 11‐0.6D+MWFRS R to L), L=‐32(LC No. 14‐0.6D+MWFRS 3E L), K=‐33(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal L=384(LC No. 11‐0.6D+MWFRS R to L), K=‐384(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐433/110, A‐B=‐266/170, B‐N=‐93/303, C‐N=‐36/423, C‐O=‐784/198, D‐O=‐682/411, D‐P=‐660/0, E‐P=‐571/51, E‐Q=‐556/51, F‐Q=‐660/0, F‐R=‐682/411, G‐R=‐784/198, G‐S=‐36/423, H‐S=‐93/303, H‐I=‐266/170, I‐J=‐433/110 BOT CHORD L‐M=‐1/1, J‐K=‐1/1 WEBS C‐L=‐1698/46, B‐L=‐403/590, G‐K=‐1698/46, H‐K=‐403/590, D‐F=‐338/600 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 268.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T37

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:27 2016 Page 1 Galvanization = G60 Truss weight = 214 lbs

SCREW QTY (Total = 60 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, B‐A:2, B‐C:2, F‐H:2, H‐F:3, N‐A:2 WEBS A‐M:2, B‐M:2, C‐K:2, E‐I:2, E‐J:2, F‐I:2 6-4-11

4-4-3

6-4-11

0-1-133-0-0

10-8-1410-10-11

5-11-14

6-3-8

1-8-10

19-10-9

26-2-1

27-10-11

525USJD073x8 B

13-10-11

2 2 2

Dropped Leg to be shipped loose installed in field

P 1-1-5

21-2-2

2 2

12.00 12

2 2

22 2 3 3

N325USJ073x8 M

K 325USJD073x12 L 12.00 12

14-0-0

E 2

3 2

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle J

SCREW QTY CHORDS WEBS

1-8-10

2 6 2

6-4-11

4-6-0

3-0-0

4-3-6

1-8-8

6-3-8

6-4-11

10-10-11

13-10-11

18-2-1

19-10-9

26-2-1

‐K:2, D‐L:3, J‐L:6, K‐D:2, K‐L:2, K‐M:2, L‐K:3, N‐M:2 D I‐E:2, I‐F:3, J‐E:2, K‐C:2, M‐A:2, M‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐3‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.33 WB 0.34

DEFL (in) (loc) l/defl Vert(LL) 0.09 K >999 Vert(TL) ‐0.13 K >999 Horz(TL) ‐0.05 O n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* F‐H 362 USWD 046 50, A‐O 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* H‐J 35 USD 035 50, D‐J 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐L,K‐N 1 Row at midpt N‐O, A‐N WEBS

REACTIONS (jt/size/material)H/2‐0‐0/CON, O/0‐6‐0/UKN, J/12‐0‐0/UKN, I/12‐0‐0/UKN Max Down H=704(LC No. 3‐D+Unbal.Lr R), O=850(LC No. 1‐D+Lr), J=1571(LC No. 1‐D+Lr), I=458(LC No. 3‐D+Unbal.Lr R) Max Uplift H=‐195(LC No. 11‐0.6D+MWFRS R to L), O=‐2(LC No. 14‐0.6D+MWFRS 3E L), J=‐339(LC No. 10‐0.6D+MWFRS L to R), I=‐1(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal J=212(LC No. 11‐0.6D+MWFRS R to L), I=‐440(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD N‐O=‐850/194, A‐N=‐821/202, A‐P=‐782/143, B‐P=‐552/176, B‐C=‐638/186, C‐Q=‐725/146, D‐Q=‐966/77, D‐E=‐500/510, E‐R=‐429/420, F‐R=‐519/340, F‐G=0/138, F‐H=‐666/193 BOT CHORD I‐J=0/0, H‐I=‐1/1, J‐L=‐1370/483, D‐L=‐1296/541, K‐L=‐173/54, M‐N=0/0, K‐M=‐40/420, D‐K=0/480 WEBS F‐I=‐352/649, E‐I=‐361/11, E‐J=‐446/344, C‐K=‐95/84, B‐M=‐37/162, A‐M=‐40/423 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 253.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T38

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:29 2016 Page 1 Galvanization = G60 Truss weight = 152 lbs

SCREW QTY (Total = 82 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐O:2, E‐O:2, F‐H:3, H‐F:3, I‐N:2, J‐N:2 0-9-0

4-8-10

4-6-6

3-9-0

4-6-6

4-8-10

0-9-0

-0-8-15

4-8-10

9-3-0

13-0-0

16-9-0

21-3-6

26-0-0

26-9-0

525USJD073x8 G R F 12.00 12

E 2

Q 700USJD073x4

11-0-0

13-5-2

P D 2

C BA

U 700USJD073x4 J 2

LABEL T38R 9-4-13

9-4-13 2

5 3

3 5

2 10

O Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

M KL

0-9-0

LABEL T38L

SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required H

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

9-3-0

3-9-0

9-3-0

13-0-0

16-9-0

26-0-0

‐O:10, K‐N:10, N‐K:5, O‐C:5 C N‐I:3, N‐J:2, O‐D:2, O‐E:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.43 BC 0.51 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.11 K‐N >952 Vert(TL) ‐0.26 C‐O >425 Horz(TL) 0.08 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)C/2‐0‐0/CON, O/22‐0‐0/UKN, N/22‐0‐0/UKN, K/2‐0‐0/CON Max Down C=803(LC No. 2‐D+Unbal.Lr L), O=1285(LC No. 1‐D+Lr), N=1285(LC No. 1‐D+Lr), K=803(LC No. 3‐D+Unbal.Lr R) C=‐346(LC No. 10‐0.6D+MWFRS L to R), O=‐333(LC No. 11‐0.6D+MWFRS R to L), K=‐321(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/58, B‐C=0/77, C‐D=‐682/823, D‐P=‐673/851, P‐Q=‐616/907, E‐Q=‐463/804, E‐F=‐615/649, F‐R=‐411/0, G‐R=‐311/0, G‐S=‐293/61, H‐S=‐411/17, H‐I=‐615/649, I‐T=‐402/794, T‐U=‐616/907, J‐U=‐673/850, J‐K=‐636/822, K‐L=0/77, L‐M=0/58 BOT CHORD C‐O=‐252/338, K‐N=‐254/338 WEBS D‐O=‐609/453, E‐O=‐861/270, I‐N=‐861/0, J‐N=‐609/457, F‐H=‐722/1184 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 246.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 583 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T39

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:33 2016 Page 1 Galvanization = G60 Truss weight = 116 lbs

SCREW QTY (Total = 68 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐P:2, D‐Q:2, E‐P:2, F‐H:2, H‐F:2, I‐O:2, J‐N:2, J‐O:2 0-8-0

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

0-8-0

-0-8-0

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

26-8-0

325USJ073x8 G T F

12.00 12

S 700USJ073x4

R 2

11-0-0

13-5-8

U Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required H 2 I

W J 2

A C B

2 3

P Replace BC with 3-1/2" x 1-1/2" x 54Qmil Bent Angle

SCREW QTY CHORDS WEBS

LABEL T39R

M K L

0-8-0

LABEL T39L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 700USJ073x4

4-8-4

4-7-12

7-4-0

4-7-12

4-8-4

9-4-0

16-8-0

21-3-12

26-0-0

‐Q:2, K‐N:2, O‐N:3, P‐Q:3 C N‐J:2, O‐I:2, O‐J:2, P‐D:2, P‐E:2, Q‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.14 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >576 Vert(TL) 0.03 A >521 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* D‐P 25 USW 046 50, J‐O 25 USW 046 50, F‐H 25 USW 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied WEBS UST Brace E‐P, I‐O Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)C/26‐0‐0/UKN, P/26‐0‐0/UKN, Q/26‐0‐0/UKN, O/26‐0‐0/UKN, N/26‐0‐0/UKN, K/26‐0‐0/UKN Max Down C=809(LC No. 1‐D+Lr), P=713(LC No. 2‐D+Unbal.Lr L), Q=623(LC No. 1‐D+Lr), O=713(LC No. 3‐D+Unbal.Lr R), N=623(LC No. 1‐D+Lr), K=809(LC No. 1‐D+Lr) Max Uplift P=‐231(LC No. 11‐0.6D+MWFRS R to L), Q=‐3(LC No. 14‐0.6D+MWFRS 3E L), O=‐231(LC No. 10‐0.6D+MWFRS L to R), N=‐3(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal C=408(LC No. 1‐D+Lr), P=‐124(LC No. 2‐D+Unbal.Lr L), Q=‐2(LC No. 10‐0.6D+MWFRS L to R), O=124(LC No. 3‐D+Unbal.Lr R), N=2(LC No. 10‐0.6D+MWFRS L to R), K=‐408(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐725/110, D‐R=‐672/18, R‐S=‐486/23, E‐S=‐423/124, E‐F=‐576/168, F‐T=‐345/43, G‐T=‐214/44, G‐U=‐210/44, H‐U=‐345/44, H‐I=‐576/168, I‐V=‐423/124, V‐W=‐445/24, J‐W=‐672/18, J‐K=‐725/110, K‐L=0/67, L‐M=0/56 BOT CHORD C‐Q=‐4/3, P‐Q=0/0, N‐O=0/0, K‐N=‐4/3 WEBS E‐P=‐542/273, D‐P=‐343/307, D‐Q=‐506/122, I‐O=‐542/273, J‐O=‐343/307, J‐N=‐506/122, F‐H=‐237/221 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 245.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T40

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:38 2016 Page 1 Galvanization = G60 Truss weight = 152 lbs

SCREW QTY (Total = 66 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐O:2, E‐O:2, F‐H:3, H‐F:3, I‐N:2, J‐N:2 0-8-0

4-9-10

4-6-6

3-8-0

4-6-6

4-9-10

0-8-0

-0-8-0

4-9-10

9-4-0

13-0-0

16-8-0

21-2-6

26-0-0

26-8-0

525USJD073x8 G R F 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required H I

E 2

Q 11-0-0

13-4-2

700USJD073x6 DP

LABEL T40L

U 2

C BA

9-5-13 2

5 3

3 5

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle O

SCREW QTY CHORDS WEBS

M KL

0-8-0

9-5-13

J 700USJD073x6

LABEL T40R

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

8-4-0

1-0-0

7-4-0

2-8-0

6-8-0

8-4-0

9-4-0

16-8-0

19-4-0

26-0-0

‐O:6, K‐N:6, N‐K:5, O‐C:5 C N‐I:3, N‐J:2, O‐D:2, O‐E:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.44 BC 0.51 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.11 K‐N >952 Vert(TL) ‐0.26 C‐O >425 Horz(TL) 0.08 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)C/2‐0‐0/CON, O/12‐8‐0/UKN, N/9‐4‐0/UKN, K/2‐0‐0/CON Max Down C=805(LC No. 2‐D+Unbal.Lr L), O=1272(LC No. 1‐D+Lr), N=1272(LC No. 1‐D+Lr), K=805(LC No. 3‐D+Unbal.Lr R) C=‐341(LC No. 10‐0.6D+MWFRS L to R), O=‐331(LC No. 11‐0.6D+MWFRS R to L), K=‐321(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐D=‐678/825, D‐P=‐674/853, P‐Q=‐619/908, E‐Q=‐457/797, E‐F=‐610/648, F‐R=‐401/0, G‐R=‐308/5, G‐S=‐282/63, H‐S=‐401/20, H‐I=‐610/649, I‐T=‐407/795, T‐U=‐619/907, J‐U=‐674/852, J‐K=‐636/824, K‐L=0/77, L‐M=0/50 BOT CHORD C‐O=‐252/339, K‐N=‐255/339 WEBS D‐O=‐610/454, E‐O=‐846/268, I‐N=‐846/0, J‐N=‐610/459, F‐H=‐734/1203 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 243.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 580 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T41

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:41 2016 Page 1 Galvanization = G60 Truss weight = 152 lbs

SCREW QTY (Total = 124 ). All Screws Are #12‐14 T/3 CHORDS C‐D:6, E‐D:6, E‐F:4, G‐F:4, G‐H:6, I‐H:6 WEBS D‐N:3, E‐M:2, E‐N:3, F‐M:2, G‐L:3, G‐M:2, H‐L:3 0-8-0

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

0-8-0

-0-8-0

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

26-8-0

325USJ073x10 E

325USJ073x10 G

4 6 3

4 2

700USJ073x6

700USJ073x6 H

D w/4 sds

AC B

3 3

2 2 2

3 3

SCREW QTY CHORDS WEBS

w/4 sds

IKJ

0-8-0

10-0-0

12.00 12

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

‐N:18, I‐L:16 C L‐G:3, L‐H:3, M‐E:2, M‐F:2, M‐G:2, N‐D:3, N‐E:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.30 WB 0.86

DEFL (in) (loc) l/defl Vert(LL) 0.04 M‐N >999 Vert(TL) ‐0.10 M‐N >999 Horz(TL) 0.02 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50 *Except* D‐N 30 USW 046 50, H‐L 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E,G‐K 2‐0‐0 on center bracing E‐G BOT CHORD 6‐0‐0 on center bracing C‐I E‐N, F‐M, G‐L WEBS 1 Row at midpt

REACTIONS (jt/size/material)C/0‐6‐0/WFB, I/0‐6‐0/WFB Max Down C=2154(LC No. 1‐D+Lr), I=2154(LC No. 1‐D+Lr) Max Uplift C=‐19(LC No. 14‐0.6D+MWFRS 3E L), I=‐19(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/81, C‐D=‐2335/637, D‐E=‐2479/1145, E‐F=‐1432/754, F‐G=‐1432/754, G‐H=‐2479/1145, H‐I=‐2335/637, I‐J=0/81, J‐K=0/56 BOT CHORD C‐N=‐147/1571, M‐N=0/1229, L‐M=0/1229, I‐L=‐147/1571 WEBS D‐N=‐974/720, E‐N=‐673/1028, E‐M=‐113/535, F‐M=‐558/214, G‐M=‐113/535, G‐L=‐673/1028, H‐L=‐974/720 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 245.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 417 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T42

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:44 2016 Page 1 Galvanization = G60 Truss weight = 162 lbs

SCREW QTY (Total = 58 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:2, B‐N:3, C‐M:2, D‐F:3, F‐D:3, G‐L:2, H‐K:2, H‐L:2 4-8-10

4-6-6

3-9-0

4-6-6

4-8-10

9-3-0

13-0-0

16-9-0

21-3-6

26-0-0

525USJD073x8 E R D 12.00 12

S 3

F G

C 2

13-5-2

0-9-0

2 3

H 2 2

9-4-13

9-4-13 4

LABEL T42R

5 3

O x 54 mil Bent N Angle Replace BC with 3-1/2" x 1-1/2"

9-3-0

3-9-0

9-3-0

13-0-0

16-9-0

26-0-0

0-9-0

A 2

11-0-0

LABEL T42L

SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

L ‐K:3, M‐N:5 K‐H:4, L‐G:3, L‐H:2, M‐B:3, M‐C:3, N‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.38 BC 0.12 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.00 J‐K >999 Vert(TL) ‐0.01 J‐K >999 Horz(TL) 0.10 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I

BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)O/2‐0‐0/CON, M/22‐0‐0/UKN, L/22‐0‐0/UKN, J/2‐0‐0/CON, N/22‐0‐0/UKN, K/22‐0‐0/UKN O=294(LC No. 1‐D+Lr), M=1409(LC No. 10‐0.6D+MWFRS L to R), L=894(LC No. 1‐D+Lr), J=294(LC No. 1‐D+Lr), N=1089(LC No. 11‐0.6D+MWFRS R to L), K=807(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift O=‐67(LC No. 14‐0.6D+MWFRS 3E L), M=‐928(LC No. 11‐0.6D+MWFRS R to L), J=‐67(LC No. 15‐0.6D+MWFRS 3E R), N=‐943(LC No. 10‐0.6D+MWFRS L to R), K=‐287(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐161/272, B‐P=‐675/712, P‐Q=‐618/769, C‐Q=‐474/756, C‐D=‐619/587, D‐R=‐412/0, E‐R=‐312/0, E‐S=‐297/71, F‐S=‐412/27, F‐G=‐619/587, G‐T=‐402/689, T‐U=‐618/769, H‐U=‐675/712, H‐I=‐161/272, A‐O=‐277/185, I‐J=‐277/185 BOT CHORD N‐O=‐584/585, M‐N=‐583/585, K‐L=‐1/1, J‐K=‐1/1 WEBS B‐M=‐885/882, C‐M=‐861/265, G‐L=‐861/0, H‐L=‐1/1, D‐F=‐725/1057, B‐N=‐1104/946, H‐K=‐857/659 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 220.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 584 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T43

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:47 2016 Page 1 Galvanization = G60 Truss weight = 161 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:2, B‐N:3, C‐M:2, D‐F:2, F‐D:2, G‐L:2, H‐K:3, H‐L:2 4-9-10

4-6-6

3-8-0

4-6-6

4-9-10

9-4-0

13-0-0

16-8-0

21-2-6

26-0-0

525USJD073x8 E R D 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required F G

C 2

13-4-2

Q B

11-0-0

P 2

LABEL3 T43L

H 2 3

N Angle Replace BC with 3-1/2" x 1-1/2"Ox 54 mil Bent SCREW QTY CHORDS WEBS

9-5-13

A 2

0-8-0

9-5-13

LABEL T43R

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

8-4-0

1-0-0

7-4-0

2-8-0

6-8-0

8-4-0

9-4-0

16-8-0

19-4-0

26-0-0

L ‐K:3, M‐N:3 K‐H:4, L‐G:3, L‐H:3, M‐B:3, M‐C:3, N‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.25 BC 0.12 WB 0.52

DEFL (in) (loc) l/defl Vert(LL) 0.00 J‐K >999 Vert(TL) ‐0.01 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I

BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)O/2‐0‐0/CON, M/12‐8‐0/UKN, L/9‐4‐0/UKN, J/2‐0‐0/CON, N/12‐8‐0/UKN, K/9‐4‐0/UKN O=298(LC No. 1‐D+Lr), M=601(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), L=601(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), J=298(LC No. 1‐D+Lr), N=1123(LC No. 1‐D+Lr), K=1123(LC No. 1‐D+Lr) Max Down Max Uplift O=‐72(LC No. 14‐0.6D+MWFRS 3E L), M=‐457(LC No. 11‐0.6D+MWFRS R to L), L=‐457(LC No. 10‐0.6D+MWFRS L to R), J=‐72(LC No. 15‐0.6D+MWFRS 3E R), N=‐106(LC No. 10‐0.6D+MWFRS L to R), K=‐106(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal M=373(LC No. 11‐0.6D+MWFRS R to L), L=‐373(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐166/278, B‐P=‐421/95, P‐Q=‐245/139, C‐Q=‐179/197, C‐D=‐463/285, D‐R=‐355/0, E‐R=‐263/9, E‐S=‐248/8, F‐S=‐355/0, F‐G=‐463/285, G‐T=‐179/197, T‐U=‐245/139, H‐U=‐421/95, H‐I=‐166/278, A‐O=‐285/194, I‐J=‐285/194 BOT CHORD N‐O=‐1/1, M‐N=0/0, K‐L=0/0, J‐K=‐1/1 WEBS B‐M=‐436/651, C‐M=‐688/77, G‐L=‐688/77, H‐L=‐436/651, D‐F=‐323/452, B‐N=‐1008/100, H‐K=‐1008/100 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 220.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T44

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:50 2016 Page 1 Galvanization = G60 Truss weight = 116 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:2, B‐N:3, C‐M:2, D‐F:2, F‐D:2, G‐L:2, H‐K:3, H‐L:2 4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

325USJ073x8 E R D 12.00 12

S Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required F 2 G

C 2

13-5-8

Q B

11-0-0

P 11

U H 2

A 2

2 3

O x 54 mil N Replace BC with 3-1/2" x 1-1/2" Bent Angle M SCREW QTY CHORDS WEBS

LABEL T44R

4-8-4

4-7-12

7-4-0

4-7-12

4-8-4

9-4-0

16-8-0

21-3-12

26-0-0

0-8-0

LABEL T44L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

L ‐K:3, M‐N:3 K‐H:5, L‐G:2, L‐H:3, M‐B:3, M‐C:2, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.14 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐O 30 USW 046 50, I‐J 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐M 25 USW 046 50, B‐N 30 USW 057 50, H‐L 25 USW 046 50, H‐K 30 USW 057 50, D‐F 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I

BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐M, G‐L Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)O/26‐0‐0/UKN, M/26‐0‐0/UKN, N/26‐0‐0/UKN, L/26‐0‐0/UKN, K/26‐0‐0/UKN, J/26‐0‐0/UKN Max Down O=285(LC No. 1‐D+Lr), M=523(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), N=1289(LC No. 1‐D+Lr), L=523(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), K=1289(LC No. 1‐D+Lr), J=285(LC No. 1‐D+Lr) Max Uplift O=‐72(LC No. 14‐0.6D+MWFRS 3E L), M=‐520(LC No. 11‐0.6D+MWFRS R to L), N=‐54(LC No. 10‐0.6D+MWFRS L to R), L=‐520(LC No. 10‐0.6D+MWFRS L to R), K=‐54(LC No. 11‐0.6D+MWFRS R to L), J=‐72(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal M=402(LC No. 11‐0.6D+MWFRS R to L), L=‐402(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐161/276, B‐P=‐540/65, P‐Q=‐313/112, C‐Q=‐300/171, C‐D=‐514/230, D‐R=‐343/0, E‐R=‐235/30, E‐S=‐223/28, F‐S=‐343/0, F‐G=‐514/230, G‐T=‐300/171, T‐U=‐313/112, H‐U=‐540/65, H‐I=‐161/276, A‐O=‐277/192, I‐J=‐277/192 BOT CHORD N‐O=‐1/1, M‐N=0/0, K‐L=0/0, J‐K=‐1/1 WEBS C‐M=‐614/176, B‐M=‐475/753, B‐N=‐1174/48, G‐L=‐614/176, H‐L=‐475/753, H‐K=‐1174/48, D‐F=‐279/337 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 221.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T45

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:53 2016 Page 1 Galvanization = G60 Truss weight = 150 lbs

SCREW QTY (Total = 120 ). All Screws Are #12‐14 T/3 CHORDS C‐D:5, E‐D:6, E‐F:3, G‐F:3, G‐H:6, I‐H:5 WEBS D‐N:3, E‐M:2, E‐N:3, F‐M:2, G‐L:3, G‐M:2, H‐L:3 0-8-0

4-8-4

4-7-12

3-4-0

4-7-12

4-8-4

0-8-0

-0-8-0

4-8-4

9-4-0

12-8-0

16-0-0

20-7-12

25-4-0

26-0-0

325USJ073x10 325USJ073x10 E F G 3 6 3

3 2

3 6

700USJ073x6

700USJ073x6 H

D w/4 sds

AC B

3 3

2 2 2

3 3

SCREW QTY CHORDS WEBS

w/4 sds

IKJ

0-8-0

10-0-0

12.00 12

4-8-4

4-7-12

3-4-0

4-7-12

4-8-4

9-4-0

12-8-0

16-0-0

20-7-12

25-4-0

‐N:16, I‐L:16 C L‐G:3, L‐H:3, M‐E:2, M‐F:2, M‐G:2, N‐D:3, N‐E:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.28 WB 0.86

DEFL (in) (loc) l/defl Vert(LL) 0.04 M‐N >999 Vert(TL) ‐0.10 M‐N >999 Horz(TL) 0.02 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50 *Except* D‐N 30 USW 046 50, H‐L 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E,G‐K 2‐0‐0 on center bracing E‐G BOT CHORD 6‐0‐0 on center bracing C‐I E‐N, F‐M, G‐L WEBS 1 Row at midpt

REACTIONS (jt/size/material)C/0‐6‐0/WFB, I/0‐6‐0/WFB Max Down C=2101(LC No. 1‐D+Lr), I=2101(LC No. 1‐D+Lr) Max Uplift C=‐21(LC No. 14‐0.6D+MWFRS 3E L), I=‐21(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/81, C‐D=‐2266/619, D‐E=‐2421/1127, E‐F=‐1370/734, F‐G=‐1370/734, G‐H=‐2421/1127, H‐I=‐2266/619, I‐J=0/81, J‐K=0/56 BOT CHORD C‐N=‐134/1523, M‐N=0/1180, L‐M=0/1180, I‐L=‐134/1523 WEBS D‐N=‐974/720, E‐N=‐677/1027, E‐M=‐117/495, F‐M=‐493/186, G‐M=‐118/495, G‐L=‐677/1027, H‐L=‐974/720 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 233.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 417 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T46

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:56 2016 Page 1 Galvanization = G60 Truss weight = 282 lbs

SCREW QTY (Total = 106 ). All Screws Are #12‐14 T/3 CHORDS A‐M:5, D‐C:2, D‐E:2, E‐D:2, E‐F:2, F‐G:2, G‐F:3, M‐A:10 WEBS A‐L:4, B‐L:3, C‐I:2, D‐H:2, D‐I:2, E‐H:3 6-1-13

5-10-3

2-5-0

6-0-0

4-7-0

6-1-13

12-0-0

14-5-0

20-5-0

25-0-0

3 2

B 3

12.00 12

A 2-8-0

17-1-0

2 2

20-0-0

19-8-6

325USJD073x10 Dropped Leg to be shipped loose installed in field 325USJD073x10 3 D 325USJ073x8 3 E2 2 2 G 2 2 2 2 P 2 C 2 H 5 Q

12.00 12 21-5-8

1-8-0

4 5 10

Replace BC with 3-1/2" x 1-1/2" Bent Angle M x 54 mil L K SCREW QTY CHORDS WEBS

6-1-13

5-10-3

2-5-0

6-0-0

4-7-0

6-1-13

12-0-0

14-5-0

20-5-0

25-0-0

‐K:5, G‐H:3, K‐C:9 C H‐D:2, H‐E:2, I‐C:2, I‐D:2, L‐A:9, L‐B:9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.85 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.19 H‐I >812 Vert(TL) ‐0.39 H‐I >404 Horz(TL) ‐0.94 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 057 50 *Except* A‐M 362 USWD 046 50, E‐F 35 USD 046 50, F‐N 362 USWD 073 50 BOT CHORD 55 USD 035 50 *Except* C‐K 362 USWD 046 50, G‐J 725 USD 097 50 WEBS 362 USWD 046 50 *Except* A‐L 362 USWD 057 50, B‐L 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐D,D‐E,E‐F

BOT CHORD Sheathed K‐M 6‐0‐0 on center bracing G‐J WEBS 1 Row at midpt G‐N, F‐G

REACTIONS (jt/size/material)M/12‐0‐0/UKN, N/0‐6‐0/UKN, K/12‐0‐0/UKN, L/12‐0‐0/UKN Max Down M=1729(LC No. 14‐0.6D+MWFRS 3E L), N=1511(LC No. 1‐D+Lr), K=2153(LC No. 1‐D+Lr), L=1617(LC No. 1‐D+Lr) Max Uplift N=‐46(LC No. 15‐0.6D+MWFRS 3E R), K=‐660(LC No. 14‐0.6D+MWFRS 3E L), L=‐969(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal M=1(LC No. 10‐0.6D+MWFRS L to R), K=138(LC No. 10‐0.6D+MWFRS L to R), L=1341(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐2862/2196, A‐B=‐2778/2608, B‐O=‐2061/1528, C‐O=‐1844/1746, C‐P=‐879/269, D‐P=‐732/306, D‐E=‐408/322, E‐F=‐349/296, G‐N=‐1511/591, F‐G=‐505/357 BOT CHORD L‐M=‐1/2, K‐L=‐1/2, C‐K=‐2090/1424, I‐J=0/0, I‐Q=‐242/219, H‐Q=‐220/249, G‐H=‐220/741 WEBS A‐L=‐2109/2507, B‐L=‐1560/1015, C‐I=‐620/908, D‐I=‐508/650, E‐H=‐1095/90, D‐H=‐390/106 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 203.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T47

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:06:59 2016 Page 1 Galvanization = G60 Truss weight = 178 lbs

SCREW QTY (Total = 55 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, D‐C:2, D‐E:2, H‐I:2, I‐H:3, M‐A:2 WEBS B‐L:3, C‐E:2, E‐C:2, F‐K:3, G‐J:2, H‐J:3

12.00 12

2-0-0

3-0-1

7-5-15

5-11-14

6-3-8

2-0-0

5-0-1

12-6-0

18-5-14

24-9-6

525USJD073x8 D 2

2 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

16-5-15

21-2-1

F 3

G 2

2-1-13

12-5-3

0-3-0

12-6-0

3 5

5-11-14

3 2

18-5-14

6-3-8

1-8-10

LABEL 5 T47L 2 4 1-9-0 Replace BC with 3-1/2" x 1-1/2" AngleK M xL54 mil Bent 0-3-0 10-6-0

LABEL H T47R

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

24-9-6

2-0-0

SCREW QTY CHORDS WEBS

‐J:5, L‐M:4 K J‐G:5, J‐H:4, K‐F:5, L‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.68 BC 0.35 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.05 I‐J >999 Vert(TL) 0.04 I‐J >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐M, F‐K 2 Rows at 1/3 pts B‐L

REACTIONS (jt/size/material)M/24‐9‐6/UKN, M/24‐9‐6/UKN, I/24‐9‐6/UKN, L/24‐9‐6/UKN, K/24‐9‐6/UKN, J/24‐9‐6/UKN M=118(LC No. 10‐0.6D+MWFRS L to R), I=788(LC No. 10‐0.6D+MWFRS L to R), L=1191(LC No. 1‐D+Lr), K=1341(LC No. 1‐D+Lr), J=975(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift M=‐230(LC No. 3‐D+Unbal.Lr R), M=‐197(LC No. 1‐D+Lr), I=‐335(LC No. 11‐0.6D+MWFRS R to L), K=‐245(LC No. 15‐0.6D+MWFRS 3E R), J=‐699(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐107/249, A‐B=‐69/327, B‐C=‐493/222, C‐D=‐686/132, D‐E=‐306/66, E‐N=‐208/190, F‐N=‐546/80, F‐G=‐644/586, G‐H=‐1002/1089, H‐I=‐906/669 BOT CHORD L‐M=0/0, J‐K=‐1/1, I‐J=‐1/1 WEBS B‐L=‐1172/277, F‐K=‐1297/598, G‐J=‐940/603, H‐J=‐880/989, C‐E=‐64/326 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 199.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 673 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T47A

A1675266 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:02 2016 Page 1 Galvanization = G60 Truss weight = 235 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, D‐C:2, D‐E:3, I‐J:2, J‐I:2, P‐B:2 WEBS C‐O:3, D‐O:3, E‐N:2, E‐O:2, F‐N:3, H‐K:3, I‐K:2 2-11-10

2-0-0

3-0-1

3-4-3 0-1-13 4-0-0

5-11-14

6-3-8

-2-11-10

2-0-0

5-0-0

8-4-3 8-6-0 12-6-0

18-5-14

24-9-6

525USJD073x8 D 2 3 3

12.00 12

4 6 3 2 2 2

A 325USJD073x8 P O

2 2 2

2 N 2 325USJD073x12

15-0-0

12.00 12

14-11-14

21-2-1

1-5-15

Dropped Leg to be shipped loose installed in field

2 2

SCREW QTY CHORDS WEBS

1-8-10

I 2

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-0

0-3-0 3-6-0

4-0-0

5-11-14

6-3-8

4-9-0

5-0-0 8-6-0

12-6-0

18-5-14

24-9-6

‐M:2, L‐M:2, M‐N:2, N‐M:2, N‐O:2, O‐N:2, O‐P:2 G K‐H:4, K‐I:2, N‐E:2, N‐F:3, O‐C:4, O‐D:3, O‐E:2, O‐Q:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.96 BC 0.25 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.70 A >259 Vert(TL) 0.49 A >374 Horz(TL) 0.12 Q n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* I‐J 362 USWD 046 50, A‐D 55 USD 073 50, B‐P 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* G‐L 362 USWD 046 50 WEBS 362 USWD 046 50 *Except* D‐Q 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐D,D‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt O‐Q, D‐O

REACTIONS (jt/size/material)J/12‐4‐0/UKN, L/12‐4‐0/UKN, K/12‐4‐0/UKN, Q/0‐6‐0/UKN Max Down J=597(LC No. 10‐0.6D+MWFRS L to R), L=788(LC No. 3‐D+Unbal.Lr R), K=1134(LC No. 1‐D+Lr), Q=2357(LC No. 1‐D+Lr) Max Uplift J=‐536(LC No. 11‐0.6D+MWFRS R to L), L=‐86(LC No. 2‐D+Unbal.Lr L), K=‐365(LC No. 15‐0.6D+MWFRS 3E R), Q=‐510(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal L=58(LC No. 11‐0.6D+MWFRS R to L), K=566(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐124/48, A‐B=0/293, B‐C=‐9/516, C‐D=0/763, D‐E=‐559/1125, E‐R=‐664/1029, F‐R=‐763/880, F‐G=‐236/370, G‐H=‐436/671, H‐I=‐697/1048, I‐J=‐599/639 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, L‐M=‐745/129, G‐M=‐756/182, M‐N=‐186/157, O‐P=‐1/3, N‐O=‐671/739 WEBS I‐K=‐842/554, H‐K=‐1076/678, F‐N=‐695/1018, E‐N=‐130/185, E‐O=‐573/184, O‐Q=‐2357/1211, D‐O=‐1222/0, C‐O=‐1104/1469 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 250.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T48

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:05 2016 Page 1 Galvanization = G60 Truss weight = 128 lbs

SCREW QTY (Total = 74 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐O:2, E‐O:2, F‐H:3, H‐F:3, I‐N:2, J‐N:2 0-7-14

4-8-5

4-7-11

3-0-1

2-11-15

4-7-12

4-8-4

0-8-0

-0-7-13

4-8-5

9-4-0

12-4-1

15-4-0

19-11-12

24-8-0

25-4-0

325USJD073x8 G S R 2

F 12.00 12

I 2

0-7-14

11-0-0

12-9-7

Q P 700USJD073x4 D 9-5-13 2

4 3

3 4

U J 700USJD073x4 9-5-13 2

M K L

0-8-0

SCREW QTY CHORDS WEBS

E 2

A C B

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

8 LABEL LABEL T48R ReplaceT48L BC with 3-1/2" O x 1-1/2" x 54 milNReplace Bent Angle BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 8

9-4-0

3-0-0

9-4-0

12-4-0

15-4-0

24-8-0

‐O:8, K‐N:8, N‐K:4, O‐C:4 C N‐I:3, N‐J:3, O‐D:3, O‐E:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.53 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.13 K‐N >884 Vert(TL) ‐0.28 C‐O >395 Horz(TL) 0.16 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)C/2‐0‐0/CON, O/20‐8‐0/UKN, N/20‐8‐0/UKN, K/2‐0‐0/CON Max Down C=813(LC No. 2‐D+Unbal.Lr L), O=1189(LC No. 1‐D+Lr), N=1190(LC No. 1‐D+Lr), K=816(LC No. 3‐D+Unbal.Lr R) C=‐323(LC No. 15‐0.6D+MWFRS 3E R), O=‐331(LC No. 11‐0.6D+MWFRS R to L), K=‐308(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/55, B‐C=0/66, C‐D=‐671/831, D‐P=‐694/849, P‐Q=‐678/891, E‐Q=‐443/793, E‐F=‐577/637, F‐R=‐327/69, G‐R=‐274/101, G‐S=‐274/103, H‐S=‐328/70, H‐I=‐576/636, I‐T=‐444/793, T‐U=‐678/891, J‐U=‐695/849, J‐K=‐672/832, K‐L=0/67, L‐M=0/56 BOT CHORD C‐O=‐270/360, K‐N=‐271/360 WEBS D‐O=‐632/474, E‐O=‐775/267, I‐N=‐740/1, J‐N=‐632/475, F‐H=‐852/1317 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 221.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 563 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T49

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:08 2016 Page 1 Galvanization = G60 Truss weight = 183 lbs

SCREW QTY (Total = 55 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, D‐C:2, D‐E:2, H‐J:2, J‐H:3, N‐A:2 WEBS B‐M:3, C‐E:2, E‐C:2, F‐L:3, G‐K:2, H‐K:3

12.00 12

2-0-0

3-0-1

7-5-15

5-11-3

6-2-13

1-10-0

2-0-0

5-0-1

12-6-0

18-5-3

24-8-1

26-6-1

525USJD073x8 D 2

BC A 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

2 2

16-5-15

21-2-2

F 3

G 2

Replace BC with 3-1/2" x 1-1/2" N M x 54 mil Bent Angle L SCREW QTY CHORDS WEBS

3 2

1-10-0

2-1-13 LABEL T49L 2

LABEL T49R12-3-14

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-0-0

10-6-0

5-11-3

6-2-13

2-0-0

12-6-0

18-5-3

24-8-1

L ‐K:5, M‐N:4 K‐G:5, K‐H:4, L‐F:5, M‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.69 BC 0.20 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.03 I >999 Vert(TL) 0.04 I >999 Horz(TL) 0.00 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐N 362 USWD 046 50, H‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐I

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐N, F‐L 2 Rows at 1/3 pts B‐M

REACTIONS (jt/size/material)N/22‐8‐1/UKN, J/2‐0‐0/CON, M/22‐8‐1/UKN, L/22‐8‐1/UKN, K/22‐8‐1/UKN N=106(LC No. 10‐0.6D+MWFRS L to R), J=811(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), M=1187(LC No. 1‐D+Lr), L=1353(LC No. 1‐D+Lr), K=902(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift N=‐228(LC No. 3‐D+Unbal.Lr R), J=‐365(LC No. 11‐0.6D+MWFRS R to L), L=‐251(LC No. 10‐0.6D+MWFRS L to R), K=‐414(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐107/247, A‐B=‐69/326, B‐C=‐492/220, C‐D=‐685/130, D‐E=‐307/66, E‐O=‐207/190, F‐O=‐547/80, F‐G=‐644/586, G‐P=‐965/1083, H‐P=‐1072/723, H‐I=0/180, H‐J=‐788/605 BOT CHORD M‐N=0/0, K‐L=‐1/1, J‐K=‐1/1 WEBS B‐M=‐1169/270, F‐L=‐1309/622, G‐K=‐917/461, H‐K=‐880/1205, C‐E=‐64/326 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 228.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 729 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T50

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:14 2016 Page 1 Galvanization = G60 Truss weight = 126 lbs

SCREW QTY (Total = 63 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, E‐D:2, E‐F:2, I‐H:2, N‐A:2 WEBS B‐M:2, C‐M:3, D‐F:2, F‐D:2, G‐L:3, H‐L:2 4-8-5

4-7-11

3-0-1

2-11-15

4-7-12

4-8-4

0-8-0

4-8-5

9-4-0

12-4-1

15-4-0

19-11-12

24-8-0

25-4-0

325USJD073x8 E Q P 2

D 12.00 12

C 3

12-9-7

11-0-0

O 2

H 700USJD073x4

9-5-13

A 2 2

6 4

4 5

KIJ

0-8-0

0-7-14

9-5-13

SCREW QTY CHORDS WEBS

FTruss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

8 LABEL LABEL 2 T50L T50R BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle Replace BC with 3-1/2" M x 1-1/2" x 54 milLReplace Bent Angle N

9-4-0

6-0-0

9-4-0

15-4-0

24-8-0

I ‐L:8, L‐I:5, M‐N:6 L‐G:4, L‐H:2, M‐B:2, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.56 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.12 I‐L >899 Vert(TL) ‐0.28 I‐L >394 Horz(TL) 0.00 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐K BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)N/22‐8‐0/UKN, L/22‐8‐0/UKN, I/2‐0‐0/CON, M/22‐8‐0/UKN Max Down N=373(LC No. 1‐D+Lr), L=1496(LC No. 1‐D+Lr), I=685(LC No. 3‐D+Unbal.Lr R), M=1529(LC No. 1‐D+Lr) N=‐58(LC No. 14‐0.6D+MWFRS 3E L), L=‐185(LC No. 10‐0.6D+MWFRS L to R), I=‐189(LC No. 11‐0.6D+MWFRS R to L) Max Uplift Max Horizontal L=435(LC No. 11‐0.6D+MWFRS R to L), M=‐300(LC No. 2‐D+Unbal.Lr L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐281/166, A‐B=‐162/253, B‐O=‐92/283, C‐O=‐18/696, C‐D=‐292/343, D‐P=‐442/0, E‐P=‐318/10, E‐Q=‐297/0, F‐Q=‐426/0, F‐G=‐293/355, G‐R=‐233/666, R‐S=‐284/463, H‐S=‐302/458, H‐I=‐454/454, I‐J=0/67, J‐K=0/56 BOT CHORD I‐L=‐281/344, M‐N=‐1/1 WEBS B‐M=‐588/484, C‐M=‐1121/0, G‐L=‐1055/92, H‐L=‐590/431, D‐F=‐221/701 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 209.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T51

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:17 2016 Page 1 Galvanization = G60 Truss weight = 155 lbs

SCREW QTY (Total = 58 ). All Screws Are #12‐14 T/3 CHORDS A‐K:4, D‐C:2, D‐E:2, G‐H:4, H‐G:6, K‐A:6 WEBS A‐J:3, B‐J:2, C‐E:2, E‐C:2, F‐I:2, G‐I:3 4-7-0

7-9-0

4-7-0

12-4-0

20-1-0

24-8-0

525USJD073x8 D M2 2 12.00 12

NE F

17-5-2

LABEL 3

4-8-13

LABEL T51R G

4 3

4-8-13 3 4

Replace BC with 3-1/2" x 1-1/2" K x 54 milJ Bent Angle

5-5-0

11-0-0

AT51L

SCREW QTY CHORDS WEBS

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-4-0

15-6-0

4-7-0

0-3-0

4-7-0

20-1-0

24-8-0

I ‐H:3, J‐K:3 I‐F:3, I‐G:4, J‐A:4, J‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.22 WB 0.76

DEFL (in) (loc) l/defl Vert(LL) 0.03 J‐K >999 Vert(TL) 0.03 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 046 50, G‐H 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)K/24‐8‐0/UKN, K/24‐8‐0/UKN, H/24‐8‐0/UKN, J/24‐8‐0/UKN, I/24‐8‐0/UKN K=1791(LC No. 1‐D+Lr), K=1791(LC No. 1‐D+Lr), H=1791(LC No. 1‐D+Lr), J=674(LC No. 10‐0.6D+MWFRS L to R), I=673(LC No. 11‐0.6D+MWFRS R to L) Max Down Max Uplift K=‐141(LC No. 10‐0.6D+MWFRS L to R), H=‐141(LC No. 11‐0.6D+MWFRS R to L), J=‐698(LC No. 11‐0.6D+MWFRS R to L), I=‐698(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal K=2(LC No. 12‐0.6D+MWFRS 2E L), H=‐2(LC No. 12‐0.6D+MWFRS 2E L), J=732(LC No. 1‐D+Lr), I=‐732(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐1747/197, A‐B=‐1101/249, B‐C=‐1284/473, C‐L=‐908/43, L‐M=‐881/174, D‐M=‐328/193, D‐N=‐881/164, E‐N=‐908/43, E‐F=‐1285/473, F‐G=‐1101/249, G‐H=‐1747/197 BOT CHORD J‐K=‐1/1, H‐I=‐1/1 WEBS B‐J=‐904/267, A‐J=‐167/1127, F‐I=‐904/267, G‐I=‐166/1127, C‐E=‐635/602 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 197.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T52

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:20 2016 Page 1 Galvanization = G60 Truss weight = 184 lbs

SCREW QTY (Total = 68 ). All Screws Are #12‐14 T/3 CHORDS A‐K:4, D‐C:3, D‐E:2, E‐F:2, F‐E:2, K‐A:6 WEBS A‐J:4, B‐J:3, C‐G:2, D‐F:2, D‐G:2, F‐D:2 6-1-13

5-10-3

6-5-0

6-0-0

6-1-13

12-0-0

18-5-0

24-5-0

3 2

2 2

12.00 12

325USJ073x8

CM 2

19-1-6

G B

A 2-8-0

12.00 12

19-5-0

21-1-0

Dropped Leg to be shipped loose installed in field

4 4 6

Replace BC with 3-1/2" x 1-1/2" K x 54 milJBent Angle I SCREW QTY CHORDS WEBS

1-8-0

325USJD073x10 D E

6-1-13

5-10-3

6-5-0

6-0-0

6-1-13

12-0-0

18-5-0

24-5-0

‐H:4, F‐G:3, H‐G:4, I‐H:7 C G‐C:2, G‐D:2, J‐A:6, J‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.77 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.09 G‐H >999 Vert(TL) ‐0.11 G‐H >999 Horz(TL) 0.06 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐E

BOT CHORD Sheathed I‐K 6‐0‐0 on center bracing F‐H F‐L, E‐F 1 Row at midpt WEBS

REACTIONS (jt/size/material)K/12‐0‐0/UKN, L/0‐6‐0/UKN, I/12‐0‐0/UKN, J/12‐0‐0/UKN Max Down K=1118(LC No. 14‐0.6D+MWFRS 3E L), L=948(LC No. 1‐D+Lr), I=1495(LC No. 1‐D+Lr), J=1028(LC No. 1‐D+Lr) Max Uplift I=‐496(LC No. 14‐0.6D+MWFRS 3E L), J=‐630(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal I=42(LC No. 14‐0.6D+MWFRS 3E L), J=862(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐1768/1412, A‐B=‐1694/1671, B‐C=‐1281/1147, C‐M=‐950/0, M‐N=‐894/0, D‐N=‐567/0, D‐E=‐11/10, F‐L=‐948/322, E‐F=‐409/128 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1778/921, C‐H=‐1638/1014, G‐H=‐116/160, F‐G=‐256/581 WEBS A‐J=‐1367/1566, B‐J=‐975/585, C‐G=‐345/526, D‐G=‐279/267, D‐F=‐416/139 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 193.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T53

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:23 2016 Page 1 Galvanization = G60 Truss weight = 214 lbs

SCREW QTY (Total = 141 ). All Screws Are #12‐14 T/3 CHORDS A‐M:4, B‐A:4, B‐C:5, F‐G:4, G‐F:6, M‐A:4 WEBS A‐L:3, B‐L:2, C‐K:2, C‐L:4, D‐K:6, E‐H:3, F‐H:3 6-4-11

4-4-12

6-4-11

10-9-7 10-10-11

0-1-4 3-0-0 0-8-10

525USJD073x8 B

4-4-9

4-7-1

14-7-5 18-11-14

23-6-15

13-10-11

4 2 5

1-1-5

4 2

3 4 4

4 6

6 2

21-3-8

7 7

M325USJ073x12 L K 325USJD073x12 J 17 3 12.00 12

S E 3

F 4

4-3-12

8 5

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

SCREW QTY CHORDS WEBS

14-0-0

DROPPED LEG APPLIED IN FIELD 7

12.00 12

PC Q R

6-4-11

4-6-0

3-0-0

5-1-3

4-7-1

6-4-11

10-10-11

13-10-11

18-11-14

23-6-15

‐J:7, I‐J:11, J‐K:7, K‐J:2, K‐L:6, M‐L:7 D H‐E:8, H‐F:5, K‐C:2, K‐D:6, L‐A:4, L‐B:2, L‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 5‐10‐6 Code IBC2009 AISI‐S100/S214

CSI TC 1.00 BC 0.57 WB 0.87

DEFL (in) (loc) l/defl Vert(LL) 0.07 J‐K >999 Vert(TL) ‐0.11 J‐K >999 Horz(TL) ‐0.07 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐B 55 USD 073 50, A‐N 60 USWD 073 50 BOT CHORD 35 USD 046 50 *Except* G‐I 35 USD 035 50, D‐I 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐F

BOT CHORD Rigid ceiling directly applied WEBS 600S162‐68 M‐N Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 600S162‐68 A‐M Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)G/9‐8‐4/UKN, N/0‐6‐0/UKN, I/9‐8‐4/UKN, H/9‐8‐4/UKN Max Down G=1539(LC No. 10‐0.6D+MWFRS L to R), N=2760(LC No. 1‐D+Lr), I=3091(LC No. 1‐D+Lr), H=1325(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L) Max Uplift G=‐1218(LC No. 11‐0.6D+MWFRS R to L), N=‐190(LC No. 14‐0.6D+MWFRS 3E L), I=‐288(LC No. 10‐0.6D+MWFRS L to R), H=‐988(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal G=‐1(LC No. 10‐0.6D+MWFRS L to R), I=85(LC No. 11‐0.6D+MWFRS R to L), H=‐833(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD M‐N=‐2760/713, A‐M=‐2684/708, A‐O=‐2650/634, B‐O=‐1940/495, B‐P=‐2223/676, C‐P=‐2770/789, C‐Q=‐3429/1150, Q‐R=‐3475/1126, D‐R=‐3854/1029, D‐S=‐724/872, E‐S=‐823/706, E‐F=‐1111/1099, F‐G=‐1594/1266 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐3035/873, D‐J=‐2970/1042, J‐K=‐274/217, L‐M=0/0, K‐L=‐635/2583 WEBS B‐L=‐416/913, A‐L=‐148/1426, C‐L=‐1428/779, C‐K=‐252/524, D‐K=‐609/2624, E‐H=‐1242/803, F‐H=‐1163/1328 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 179.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) B,O, P. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T54

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:26 2016 Page 1 Galvanization = G60 Truss weight = 149 lbs

SCREW QTY (Total = 46 ). All Screws Are #12‐14 T/3 CHORDS A‐K:3, D‐C:2, D‐E:2, G‐H:3, H‐G:4, K‐A:4 WEBS A‐J:2, B‐J:2, C‐E:2, E‐C:2, F‐I:2, G‐I:2 5-11-0

6-1-8

6-1-10

5-10-14

5-11-0

12-0-8

18-2-2

24-1-0

525USJD073x8 D 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 C

E F

15-9-9

B 2

LABEL T54L

6-0-11

6-0-13

Replace BC with 3-1/2" x 1-1/2"Kx 54 mil BentJAngle SCREW QTY CHORDS WEBS

LABEL G T54R 2

4-0-15

2 3

11-0-0

HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-11-0

12-3-2

5-10-14

5-11-0

18-2-2

24-1-0

I ‐H:3, J‐K:3 I‐F:3, I‐G:2, J‐A:2, J‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.21 WB 0.70

DEFL (in) (loc) l/defl Vert(LL) 0.02 J‐K >999 Vert(TL) ‐0.04 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 046 50, G‐H 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)K/24‐1‐0/UKN, H/24‐1‐0/UKN, H/24‐1‐0/UKN, J/24‐1‐0/UKN, I/24‐1‐0/UKN K=1160(LC No. 1‐D+Lr), H=1160(LC No. 1‐D+Lr), H=1160(LC No. 1‐D+Lr), J=755(LC No. 2‐D+Unbal.Lr L), I=753(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift K=‐79(LC No. 10‐0.6D+MWFRS L to R), H=‐76(LC No. 11‐0.6D+MWFRS R to L), J=‐459(LC No. 11‐0.6D+MWFRS R to L), I=‐457(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal J=479(LC No. 1‐D+Lr), I=‐479(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐1103/76, A‐B=‐834/231, B‐C=‐946/294, C‐D=‐674/114, D‐E=‐673/114, E‐F=‐946/294, F‐G=‐834/228, G‐H=‐1102/73 BOT CHORD J‐K=‐1/1, H‐I=‐1/1 WEBS A‐J=‐157/576, B‐J=‐925/437, F‐I=‐924/437, G‐I=‐155/577, C‐E=‐382/379 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 188.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T55

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:28 2016 Page 1 Galvanization = G60 Truss weight = 203 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, G‐F:7, N‐B:4 WEBS C‐M:2, C‐N:5, D‐M:5, F‐J:4 5-5-13

5-2-3

0-4-12

6-5-7

6-5-14

0-8-0

5-5-13

10-8-0 11-0-12

17-6-2

24-0-0

24-8-0

A 3-0-0

B 2 4

Dropped Leg to be shipped loose installed in field P 5 6

5 C Q 2 N325USJ073x12 2

12.00 12

24-4-2

5 6 6

12.00 12

DE R

L 23-10-12

700USJD073x6 9" 275USHD057

7 2

SCREW QTY CHORDS WEBS

IG H

0-8-0

F S

21-0-12

21-8-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-5-13

5-2-3

6-10-2

6-5-14

5-5-13

10-8-0

17-6-2

24-0-0

E ‐L:6, G‐J:2, K‐L:8, L‐M:6, N‐M:6 J‐F:7, M‐C:2, M‐D:5, N‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.57 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.11 L‐M >999 Vert(TL) ‐0.13 L‐M >985 Horz(TL) ‐0.20 O n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐O 60 USWD 057 50 BOT CHORD 35 USD 035 50 *Except* E‐K 362 USWD 046 50, L‐N 35 USD 046 50 WEBS 362 USWD 046 50 OTHERS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐I

BOT CHORD Sheathed G‐K 6‐0‐0 on center bracing L‐N 1 Row at midpt on both side WEBS

N‐O, B‐N

REACTIONS (jt/size/material)O/0‐6‐0/UKN, K/13‐4‐0/UKN, G/13‐4‐0/UKN, J/13‐4‐0/UKN Max Down O=1216(LC No. 1‐D+Lr), K=2109(LC No. 1‐D+Lr), G=1098(LC No. 15‐0.6D+MWFRS 3E R), J=1736(LC No. 1‐D+Lr) Max Uplift O=‐355(LC No. 14‐0.6D+MWFRS 3E L), K=‐382(LC No. 15‐0.6D+MWFRS 3E R), G=‐263(LC No. 13‐0.6D+MWFRS 2E R), J=‐441(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal K=86(LC No. 13‐0.6D+MWFRS 2E R), G=‐1420(LC No. 15‐0.6D+MWFRS 3E R), J=5(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐29/0, B‐P=‐267/251, C‐P=‐505/236, C‐Q=‐1601/317, D‐Q=‐2240/112, D‐E=‐969/230, E‐R=‐1890/1916, F‐R=‐2145/1661, F‐S=‐2828/2812, G‐S=‐2493/2103, G‐H=0/115, H‐I=0/75, N‐O=‐1462/945, B‐N=‐522/417 BOT CHORD J‐K=‐1/1, G‐J=‐7/6, K‐L=‐2296/1100, E‐L=‐2329/1278, M‐N=‐1476/2309, L‐M=‐281/293 WEBS F‐J=‐1667/966, D‐M=‐1091/1873, C‐M=‐445/319, C‐N=‐1870/1111 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 197.5 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T56

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:32 2016 Page 1 Galvanization = G60 Truss weight = 203 lbs

SCREW QTY (Total = 78 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, G‐F:7, N‐B:4 WEBS C‐M:2, C‐N:5, D‐M:5, F‐J:4 5-5-13

5-2-3

0-4-12

6-5-7

6-5-14

0-8-0

5-5-13

10-8-0 11-0-12

17-6-2

24-0-0

24-8-0

A 3-0-0

B 2 4

Dropped Leg to be shipped loose installed in field P 5 6

5 C Q 2 N325USJ073x12 2

12.00 12

24-4-2

5 6 6

12.00 12

DE R

L 23-10-12

700USJD073x6 9" 275USHD057

7 2

SCREW QTY CHORDS WEBS

IG H

0-8-0

F S

21-0-12

21-8-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-5-13

5-2-3

6-10-2

6-5-14

5-5-13

10-8-0

17-6-2

24-0-0

E ‐L:6, G‐J:2, K‐L:8, L‐M:6, N‐M:6 J‐F:7, M‐C:2, M‐D:5, N‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.57 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.11 L‐M >999 Vert(TL) ‐0.13 L‐M >985 Horz(TL) ‐0.20 O n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐O 60 USWD 057 50 BOT CHORD 35 USD 035 50 *Except* E‐K 362 USWD 046 50, L‐N 35 USD 046 50 WEBS 362 USWD 046 50 OTHERS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐I

BOT CHORD Sheathed G‐K 6‐0‐0 on center bracing L‐N 1 Row at midpt on both side WEBS

N‐O, B‐N

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T57

A1675277 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:34 2016 Page 1 Galvanization = G60 Truss weight = 176 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, B‐A:2, B‐C:2, G‐H:3, H‐G:4, N‐A:2 WEBS A‐M:2, B‐M:2, C‐L:2, C‐M:2, D‐L:2, F‐I:3, G‐I:3 3-11-10

3-4-3 0-1-13 4-0-0

5-11-14

6-3-8

3-11-10

7-3-137-5-10 11-5-10

17-5-8

23-9-0

325USJD073x8 B 2 2 2

2-6-6

12.00 12

2 2

2 3 2 2 P 2 2 2 Dropped Leg to be shipped loose installed in field 2

D E

3 L 3 325USJD073x12

15-0-0

12.00 12

14-11-14

21-3-8

325USJD073x8 N M

K 3

3 4

O 3-8-10 0-3-0 3-6-0 3-8-10 3-11-10

1-8-10

G 3

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-0-0

5-11-14

6-3-8

11-5-10

17-5-8

23-9-0

7-5-10

SCREW QTY CHORDS WEBS

E ‐K:3, J‐K:4, K‐L:3, L‐K:2, L‐M:2, M‐L:2, M‐N:2 I‐F:5, I‐G:4, L‐C:2, L‐D:2, M‐A:2, M‐B:2, M‐C:2, M‐O:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.74 BC 0.28 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.04 K‐L >999 Vert(TL) ‐0.05 K‐L >999 Horz(TL) 0.04 O n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* H‐J 35 USD 035 50, E‐J 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐G BOT CHORD Sheathed H‐J,L‐M 6‐0‐0 on center bracing K‐L,M‐N M‐O, B‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)H/12‐4‐0/UKN, J/12‐4‐0/UKN, I/12‐4‐0/UKN, O/0‐6‐0/UKN Max Down H=715(LC No. 10‐0.6D+MWFRS L to R), J=986(LC No. 3‐D+Unbal.Lr R), I=1123(LC No. 1‐D+Lr), O=1335(LC No. 1‐D+Lr) Max Uplift H=‐394(LC No. 11‐0.6D+MWFRS R to L), J=‐129(LC No. 10‐0.6D+MWFRS L to R), I=‐428(LC No. 15‐0.6D+MWFRS 3E R), O=‐223(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=58(LC No. 11‐0.6D+MWFRS R to L), I=‐626(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐99/38, A‐B=‐103/419, B‐C=‐131/355, C‐P=‐438/124, D‐P=‐632/55, D‐E=‐375/240, E‐F=‐589/547, F‐G=‐1063/1145, G‐H=‐973/733 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, J‐K=‐943/354, E‐K=‐954/467, K‐L=‐183/153, M‐N=‐1/3, L‐M=‐166/307 WEBS G‐I=‐909/1027, F‐I=‐1082/670, D‐L=‐75/323, C‐L=‐142/268, M‐O=‐1335/653, B‐M=‐814/173, A‐M=‐245/221, C‐M=‐640/407 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 183.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T58

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:37 2016 Page 1 Galvanization = G60 Truss weight = 129 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, M‐A:2 WEBS B‐L:2, C‐L:4, D‐F:2, F‐D:2, G‐K:4, H‐K:2 3-1-4

2-10-0

3-6-6

2-10-0

3-1-4

5-11-4

9-5-10

13-0-0

16-6-6

20-0-12

22-10-12

26-0-0

525USJD073x8 E O

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required 12.00 12

13-4-2

C 4

LABEL H T58R 2

A 2

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent M L Angle

0-8-0

B LABEL T58L

SCREW QTY CHORDS WEBS

J BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle Replace

5-11-4

14-1-8

5-11-4

20-0-12

26-0-0

‐J:6, L‐M:6 K K‐G:6, K‐H:2, L‐B:2, L‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.82 BC 0.22 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.02 L‐M >999 Vert(TL) ‐0.04 L‐M >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)M/2‐0‐0/CON, J/24‐0‐0/UKN, L/24‐0‐0/UKN, K/24‐0‐0/UKN Max Down M=495(LC No. 1‐D+Lr), J=495(LC No. 1‐D+Lr), L=1419(LC No. 1‐D+Lr), K=1419(LC No. 1‐D+Lr) M=‐77(LC No. 10‐0.6D+MWFRS L to R), J=‐77(LC No. 11‐0.6D+MWFRS R to L), L=‐47(LC No. 14‐0.6D+MWFRS 3E L), K=‐48(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal L=370(LC No. 11‐0.6D+MWFRS R to L), K=‐370(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐438/89, A‐B=‐276/137, B‐C=‐123/320, C‐N=‐862/192, D‐N=‐756/388, D‐O=‐634/7, E‐O=‐399/76, E‐P=‐384/80, F‐P=‐634/7, F‐Q=‐756/388, G‐Q=‐862/192, G‐H=‐123/320, H‐I=‐276/137, I‐J=‐438/89 BOT CHORD L‐M=‐1/1, J‐K=‐1/1 WEBS B‐L=‐337/580, C‐L=‐1640/93, G‐K=‐1640/93, H‐K=‐337/580, D‐F=‐351/534 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 220.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T59

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:41 2016 Page 1 Galvanization = G60 Truss weight = 145 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS A‐L:3, D‐C:2, D‐E:2, H‐I:2, I‐H:2, L‐A:4 WEBS A‐K:2, B‐K:3, C‐E:2, E‐C:2, F‐J:4, G‐J:2 3-11-12

5-1-5

4-6-6

4-9-10

3-11-12

9-1-1

14-2-6

18-8-12

23-6-6

525USJD073x8 D 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

M C

E F

B 14-9-7

LABEL T59L

LABEL

6-0-4

O T59R G

11-0-0

A 3

4-1-9 9-5-13

3 6 5

6 5

2 2

Replace BC with 3-1/2" x 1-1/2" L x 54 milKBent Angle SCREW QTY CHORDS WEBS

0-8-0

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-11-12

10-2-10

9-4-0

3-11-12

14-2-6

23-6-6

J ‐I:6, K‐L:6 J‐F:5, J‐G:2, K‐A:3, K‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.54 WB 0.35

DEFL (in) (loc) l/defl Vert(LL) 0.12 I‐J >936 Vert(TL) ‐0.27 I‐J >409 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐L 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 F‐J Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc B‐K Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)L/23‐6‐6/UKN, I/23‐6‐6/UKN, I/23‐6‐6/UKN, K/23‐6‐6/UKN, J/23‐6‐6/UKN Max Down L=756(LC No. 11‐0.6D+MWFRS R to L), I=436(LC No. 1‐D+Lr), I=436(LC No. 1‐D+Lr), K=1678(LC No. 1‐D+Lr), J=1764(LC No. 1‐D+Lr) Max Uplift L=‐1028(LC No. 10‐0.6D+MWFRS L to R), I=‐50(LC No. 15‐0.6D+MWFRS 3E R), K=‐618(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal K=‐423(LC No. 10‐0.6D+MWFRS L to R), J=217(LC No. 3‐D+Unbal.Lr R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐758/1026, A‐B=‐410/677, B‐C=‐464/403, C‐D=‐583/77, D‐M=‐511/61, E‐M=‐605/0, E‐F=‐466/392, F‐N=‐9/654, N‐O=‐39/565, G‐O=‐118/306, G‐H=‐195/248, H‐I=‐345/177 BOT CHORD K‐L=‐1/1, I‐J=‐1/1 WEBS G‐J=‐527/456, F‐J=‐1450/0, B‐K=‐1342/133, A‐K=‐769/579, C‐E=‐192/593 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 179.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T60

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:46 2016 Page 1 Galvanization = G60 Truss weight = 145 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS A‐L:3, D‐C:2, D‐E:2, H‐I:2, I‐H:2, L‐A:4 WEBS A‐K:2, B‐K:3, C‐E:2, E‐C:2, F‐J:4, G‐J:2 3-11-12

5-1-5

4-6-6

4-9-10

3-11-12

9-1-1

14-2-6

18-8-12

23-6-6

525USJD073x8 D 12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

M C

E F

B 14-9-7

LABEL T60L

LABEL

6-0-4

O T60R G

11-0-0

A 3

4-1-9 9-5-13

3 6 5

6 5

2 2

Replace BC with 3-1/2" x 1-1/2" L x 54 milKBent Angle SCREW QTY CHORDS WEBS

0-8-0

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-11-12

10-2-10

9-4-0

3-11-12

14-2-6

23-6-6

J ‐I:6, K‐L:6 J‐F:5, J‐G:2, K‐A:3, K‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.54 WB 0.35

DEFL (in) (loc) l/defl Vert(LL) 0.12 I‐J >936 Vert(TL) ‐0.27 I‐J >409 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐L 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T61

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:48 2016 Page 1 Galvanization = G60 Truss weight = 131 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, N‐A:2 WEBS B‐M:2, C‐M:3, D‐F:2, F‐D:2, G‐L:3, H‐K:2, H‐L:2 4-8-5

4-7-11

3-0-1

2-11-15

3-6-3

3-9-13

4-8-5

9-4-0

12-4-1

15-4-0

18-10-3

22-8-0

325USJD073x8 E P2 2 F D 2 2

12.00 12

12-9-7

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required.

H 2 2

B 2

7-5-13

9-5-13

0-7-14 SCREW QTY CHORDS WEBS

6 4

4 3 6

2-8-0

A 2

LABEL LABEL T61L T61R Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle K BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle N M L Replace J 2

9-4-0

6-0-0

7-4-0

9-4-0

15-4-0

22-8-0

L ‐K:6, M‐N:6 K‐H:3, L‐G:4, L‐H:3, M‐B:2, M‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62 BC 0.54 WB 0.80

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* C‐M 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)N/22‐8‐0/UKN, J/22‐8‐0/UKN, L/22‐8‐0/UKN, M/22‐8‐0/UKN, K/22‐8‐0/UKN N=376(LC No. 1‐D+Lr), J=242(LC No. 1‐D+Lr), L=1530(LC No. 1‐D+Lr), M=1534(LC No. 1‐D+Lr), K=764(LC No. 10‐0.6D+MWFRS L to R) Max Down Max Uplift N=‐58(LC No. 14‐0.6D+MWFRS 3E L), J=‐55(LC No. 15‐0.6D+MWFRS 3E R), L=‐631(LC No. 10‐0.6D+MWFRS L to R), K=‐925(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal L=417(LC No. 11‐0.6D+MWFRS R to L), M=‐296(LC No. 2‐D+Unbal.Lr L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐285/169, A‐B=‐165/251, B‐O=‐94/377, C‐O=‐21/694, C‐D=‐306/356, D‐P=‐450/0, E‐P=‐325/13, E‐F=‐423/0, F‐G=‐286/348, G‐H=‐248/620, H‐I=‐134/217, I‐J=‐229/150 BOT CHORD K‐L=0/0, J‐K=‐1/1, M‐N=‐1/1 WEBS B‐M=‐580/478, C‐M=‐1130/0, G‐L=‐991/58, H‐L=‐847/657, D‐F=‐214/693, H‐K=‐769/920 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 166.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T62

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:51 2016 Page 1 Galvanization = G60 Truss weight = 173 lbs

SCREW QTY (Total = 57 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, D‐C:2, D‐E:2, H‐I:3, I‐H:4, M‐A:2 WEBS B‐L:3, C‐E:2, E‐C:2, F‐K:3, G‐J:2, H‐J:3

12.00 12

2-0-0

3-0-1

7-5-15

4-11-3

5-2-14

2-0-0

5-0-1

12-6-0

17-5-3

22-8-1

525USJD073x8 D 2

2 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

16-5-15

21-2-2

F 3

LABEL T62L 2

H 3 3

1-9-0

Replace BC with 3-1/2" x 1-1/2" Bent Angle M L x 54 mil K 4-11-3 0-3-0 10-6-0 0-3-0

12-6-0

17-5-3

5-2-14

3-10-0

LABEL T62R 10-3-14

2-1-13

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

22-8-1

2-0-0

SCREW QTY CHORDS WEBS

‐J:5, L‐M:4 K J‐G:5, J‐H:4, K‐F:5, L‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.68 BC 0.24 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.02 I‐J >999 Vert(TL) 0.02 I‐J >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐M, F‐K 2 Rows at 1/3 pts B‐L

REACTIONS (jt/size/material)M/22‐8‐1/UKN, M/22‐8‐1/UKN, I/22‐8‐1/UKN, L/22‐8‐1/UKN, K/22‐8‐1/UKN, J/22‐8‐1/UKN M=118(LC No. 10‐0.6D+MWFRS L to R), I=991(LC No. 10‐0.6D+MWFRS L to R), L=1189(LC No. 1‐D+Lr), K=1323(LC No. 1‐D+Lr), J=717(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift M=‐230(LC No. 3‐D+Unbal.Lr R), M=‐196(LC No. 1‐D+Lr), I=‐510(LC No. 11‐0.6D+MWFRS R to L), K=‐242(LC No. 15‐0.6D+MWFRS 3E R), J=‐799(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐107/248, A‐B=‐69/326, B‐C=‐493/222, C‐D=‐686/132, D‐E=‐307/65, E‐N=‐207/189, N‐O=‐351/117, F‐O=‐546/79, F‐P=‐504/566, G‐P=‐617/441, G‐H=‐881/926, H‐I=‐1181/911 BOT CHORD L‐M=0/0, J‐K=‐1/1, I‐J=‐1/1 WEBS B‐L=‐1170/276, F‐K=‐1286/588, G‐J=‐691/482, H‐J=‐898/1025, C‐E=‐64/327 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 166.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 607 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T62A

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:54 2016 Page 1 Galvanization = G60 Truss weight = 230 lbs

SCREW QTY (Total = 70 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, D‐C:2, D‐E:3, I‐J:2, J‐I:2, P‐B:2 WEBS C‐O:3, D‐O:3, E‐N:2, E‐O:2, F‐N:3, H‐K:2, I‐K:2 2-11-10

2-0-0

3-0-1

3-4-3 0-1-13 3-11-15

4-11-3

5-2-13

-2-11-10

2-0-0

5-0-1

8-4-4 8-6-1 12-6-0

17-5-4

22-8-1

525USJD073x8 D 2 3 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required E

12.00 12

4 6 3 2

2 2 A 325USJD073x8 P O

2 2

2 N 2 325USJD073x12

15-0-0

14-11-14

21-2-2

1-5-15

12.00loose 12 installed in field Dropped Leg to be shipped I 2 2

SCREW QTY CHORDS WEBS

3-10-0

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-0

0-3-1 3-6-0

4-0-0

4-11-3

5-2-13

4-9-0

5-0-1 8-6-1

12-6-1

17-5-4

22-8-1

‐M:2, L‐M:2, M‐N:2, N‐M:2, N‐O:2, O‐N:2, O‐P:2 G K‐H:4, K‐I:2, N‐E:2, N‐F:3, O‐C:4, O‐D:3, O‐E:2, O‐Q:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.96 BC 0.24 WB 1.00

DEFL (in) (loc) l/defl Vert(LL) 0.70 A >258 Vert(TL) 0.49 A >372 Horz(TL) 0.12 Q n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

BRACING TOP CHORD Sheathed A‐D,D‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt O‐Q, D‐O

REACTIONS (jt/size/material)J/10‐4‐0/UKN, L/10‐4‐0/UKN, K/10‐4‐0/UKN, Q/0‐6‐0/UKN Max Down J=745(LC No. 10‐0.6D+MWFRS L to R), L=716(LC No. 3‐D+Unbal.Lr R), K=925(LC No. 1‐D+Lr), Q=2366(LC No. 1‐D+Lr) Max Uplift J=‐769(LC No. 11‐0.6D+MWFRS R to L), L=‐125(LC No. 2‐D+Unbal.Lr L), K=‐477(LC No. 10‐0.6D+MWFRS L to R), Q=‐512(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal L=58(LC No. 11‐0.6D+MWFRS R to L), K=534(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐124/49, A‐B=0/293, B‐C=‐9/516, C‐D=0/762, D‐E=‐558/1123, E‐R=‐661/1026, R‐S=‐730/912, F‐S=‐760/877, F‐G=‐230/373, G‐T=‐338/654, H‐T=‐402/544, H‐I=‐613/889, I‐J=‐747/870 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, L‐M=‐681/161, G‐M=‐689/209, M‐N=‐187/157, O‐P=‐1/3, N‐O=‐665/734 WEBS I‐K=‐852/579, H‐K=‐869/578, F‐N=‐689/1012, E‐N=‐129/189, E‐O=‐592/191, O‐Q=‐2366/1215, D‐O=‐1217/0, C‐O=‐1106/1471 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 213.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T63

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:07:57 2016 Page 1 Galvanization = G60 Truss weight = 172 lbs

SCREW QTY (Total = 69 ). All Screws Are #12‐14 T/3 CHORDS A‐K:5, E‐F:2, F‐E:2, K‐A:7 WEBS A‐J:4, B‐J:2, C‐G:2, D‐G:2 6-0-2

5-8-8

4-11-14

5-3-8

6-0-2

11-8-10

16-8-8

22-0-0

E 2

D N 2

12.00 12

Dropped Leg to be shipped loose installed in field

7-8-0

2 2

325USJ073x8

4 10

12.00 12 2-8-0

17-0-0

16-8-6

24-5-8

4 5 7

L J I Replace BC with 3-1/2" x 1-1/2" Kx 54 mil Bent Angle SCREW QTY CHORDS WEBS

0-3-0

5-9-2

5-11-14

4-8-8

5-3-8

0-3-0

6-0-2

12-0-0

16-8-8

22-0-0

‐H:4, F‐G:2, H‐G:4, I‐H:7 C G‐C:2, G‐D:2, J‐A:6, J‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐8‐14 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.74 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.25 F‐G >488 Vert(TL) 0.50 F‐G >240 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Sheathed I‐K 6‐0‐0 on center bracing F‐H 2 Rows at 1/3 pts F‐L, E‐F WEBS 362S162‐43 C‐H Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)K/12‐0‐0/UKN, K/12‐0‐0/UKN, L/0‐6‐0/UKN, I/12‐0‐0/UKN, J/12‐0‐0/UKN Max Down K=1153(LC No. 14‐0.6D+MWFRS 3E L), K=232(LC No. 1‐D+Lr), L=551(LC No. 1‐D+Lr), I=1510(LC No. 1‐D+Lr), J=953(LC No. 1‐D+Lr) Max Uplift K=‐174(LC No. 12‐0.6D+MWFRS 2E L), L=‐67(LC No. 11‐0.6D+MWFRS R to L), I=‐451(LC No. 14‐0.6D+MWFRS 3E L), J=‐636(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal L=13(LC No. 1‐D+Lr), I=89(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), J=873(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐1941/1679, A‐B=‐1858/1902, B‐M=‐1470/1301, C‐M=‐1330/1441, C‐N=‐684/357, D‐N=‐589/451, D‐O=‐292/176, E‐O=‐214/190, F‐L=‐620/345, E‐F=‐397/256 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1809/1006, C‐H=‐1449/829, G‐H=‐320/240, F‐G=‐117/157 WEBS A‐J=‐1544/1673, B‐J=‐866/548, C‐G=‐279/381, D‐G=‐485/385 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 156.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T64

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:00 2016 Page 1 Galvanization = G60 Truss weight = 181 lbs

SCREW QTY (Total = 107 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, G‐H:5, H‐G:8, M‐A:3 WEBS B‐M:4, C‐L:2, D‐L:4, F‐I:4, G‐I:5 5-0-1

4-8-8

5-10-3

6-1-13

5-0-1

9-8-9

15-6-12

21-8-9

3-0-0

A 2

Dropped Leg to be shipped loose installed 3 O in field 44

BC 4 M325USJ073x8 P 2

12.00 12

23-6-1

4 5 5

21 3

20-4-15

20-8-9

L 12.00 12

K 4

G 7

5 8

N J SCREW QTY CHORDS WEBS

2-0-0

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-0-1

4-8-8

5-10-3

6-1-13

5-0-1

9-8-9

15-6-12

21-8-9

E ‐K:5, J‐K:7, K‐L:5, M‐L:4 I‐F:8, I‐G:7, L‐C:2, L‐D:4, M‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 5‐5‐2 Code IBC2009 AISI‐S100/S214

CSI TC 0.99 BC 0.47 WB 0.84

DEFL (in) (loc) l/defl Vert(LL) 0.09 K‐L >999 Vert(TL) ‐0.10 K‐L >999 Horz(TL) ‐0.16 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* E‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐M M‐N Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐68 WEBS 362S162‐68 A‐M Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/12‐4‐0/UKN, N/0‐6‐0/UKN, J/12‐4‐0/UKN, I/12‐4‐0/UKN Max Down H=1262(LC No. 15‐0.6D+MWFRS 3E R), N=1003(LC No. 1‐D+Lr), J=1668(LC No. 1‐D+Lr), I=1463(LC No. 1‐D+Lr) Max Uplift H=‐361(LC No. 13‐0.6D+MWFRS 2E R), N=‐262(LC No. 10‐0.6D+MWFRS L to R), J=‐303(LC No. 15‐0.6D+MWFRS 3E R), I=‐705(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal H=‐1(LC No. 10‐0.6D+MWFRS L to R), J=79(LC No. 13‐0.6D+MWFRS 2E R), I=‐1075(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD G‐H=‐2202/1764, A‐O=‐168/201, B‐O=‐381/176, B‐C=‐1408/423, C‐P=‐1212/210, D‐P=‐1761/67, D‐E=‐780/193, E‐F=‐1708/1544, F‐G=‐2327/2315, M‐N=‐1236/765, A‐M=‐392/280 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, J‐K=‐1813/857, E‐K=‐1855/1021, L‐M=‐1181/1795, K‐L=‐254/267 WEBS G‐I=‐1812/2059, F‐I=‐1403/875, D‐L=‐828/1403, C‐L=‐405/290, B‐M=‐1409/856 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 152.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T65

A1675287 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:02 2016 Page 1 Galvanization = G60 Truss weight = 173 lbs

SCREW QTY (Total = 69 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, B‐A:2, B‐C:2, G‐H:3, H‐G:5, N‐A:2 WEBS A‐M:2, B‐M:2, C‐L:2, C‐M:2, D‐L:2, F‐I:2, G‐I:3 3-11-10

3-4-3 0-1-13 4-0-0

4-11-3

5-2-13

3-11-10

7-3-137-5-10 11-5-10

16-4-13

21-7-10

325USJD073x8 B 2 2 2

2-6-6

12.00 12

Dropped Leg to be shipped loose22 installed in fieldPQ 2 2 3 2 2 2

D E

2 L 2 325USJD073x12

R F

G 3

3-9-10 3-11-10

3-10-0

3-9-10 0-2-0 3-6-0

15-0-0

12.00 12

14-11-14

21-3-8

325USJD073x8 N M

HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-0-0

4-11-3

5-2-13

11-5-10

16-4-13

21-7-10

7-5-10

SCREW QTY CHORDS WEBS

E ‐K:2, J‐K:3, K‐L:2, L‐K:2, L‐M:2, M‐L:2, M‐N:2 I‐F:6, I‐G:4, L‐C:2, L‐D:2, M‐A:2, M‐B:2, M‐C:2, M‐O:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.27 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.04 K‐L >999 Vert(TL) ‐0.05 K‐L >999 Horz(TL) ‐0.04 O n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* H‐J 35 USD 035 50, E‐J 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐G BOT CHORD Sheathed H‐J,L‐M 6‐0‐0 on center bracing K‐L,M‐N M‐O, B‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)H/10‐4‐0/UKN, J/10‐4‐0/UKN, I/10‐4‐0/UKN, O/0‐4‐0/UKN Max Down H=905(LC No. 10‐0.6D+MWFRS L to R), J=915(LC No. 3‐D+Unbal.Lr R), I=913(LC No. 1‐D+Lr), O=1343(LC No. 1‐D+Lr) Max Uplift H=‐571(LC No. 11‐0.6D+MWFRS R to L), J=‐117(LC No. 10‐0.6D+MWFRS L to R), I=‐578(LC No. 15‐0.6D+MWFRS 3E R), O=‐224(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=58(LC No. 11‐0.6D+MWFRS R to L), I=‐560(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐99/38, A‐B=‐103/419, B‐C=‐131/352, C‐P=‐456/120, P‐Q=‐459/62, D‐Q=‐640/52, D‐E=‐369/242, E‐R=‐521/505, F‐R=‐544/383, F‐G=‐945/987, G‐H=‐1270/995 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, J‐K=‐880/326, E‐K=‐884/439, K‐L=‐183/154, M‐N=‐1/3, L‐M=‐169/321 WEBS G‐I=‐934/1072, F‐I=‐877/568, D‐L=‐77/337, C‐L=‐143/273, M‐O=‐1343/656, B‐M=‐809/171, A‐M=‐245/221, C‐M=‐660/414 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 151.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T66

A1675288 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:05 2016 Page 1 Galvanization = G60 Truss weight = 165 lbs

SCREW QTY (Total = 73 ). All Screws Are #12‐14 T/3 CHORDS A‐M:5, G‐H:2, H‐G:3, M‐A:7 WEBS A‐L:4, B‐L:2, D‐I:4, E‐I:2, F‐H:4, H‐F:4 5-3-3

4-11-9

5-4-5

5-7-15

5-3-3

10-2-12

15-7-1

21-3-0

2 3 44

2-7-12

Dropped Leg to be shipped loose installed in field

325USJ073x8 F 4 H RE 2

12.00 12

4 4

12.00 12

O 2

21-0-4

20-8-10

23-5-8

Q CD

2-5-0

A 4 5 7

Replace BC with 3-1/2" x 1-1/2" M x 54 mil LBent Angle K SCREW QTY CHORDS WEBS

5-3-3

4-11-9

5-4-5

5-7-15

5-3-3

10-2-12

15-7-1

21-3-0

‐J:4, H‐I:4, J‐I:4, K‐J:6 C I‐D:4, I‐E:2, L‐A:6, L‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.35 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.10 H‐I >999 Vert(TL) ‐0.12 H‐I >999 Horz(TL) 0.19 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐M 362 USWD 046 50, G‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐K 362 USWD 046 50, H‐J 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed K‐M 6‐0‐0 on center bracing H‐J 2 Rows at 1/3 pts H‐N, G‐H WEBS

REACTIONS (jt/size/material)M/10‐4‐0/UKN, N/0‐6‐0/UKN, K/10‐4‐0/UKN, L/10‐4‐0/UKN Max Down M=1284(LC No. 14‐0.6D+MWFRS 3E L), N=842(LC No. 1‐D+Lr), K=1312(LC No. 1‐D+Lr), L=870(LC No. 1‐D+Lr) Max Uplift M=‐64(LC No. 12‐0.6D+MWFRS 2E L), N=‐159(LC No. 14‐0.6D+MWFRS 3E L), K=‐490(LC No. 14‐0.6D+MWFRS 3E L), L=‐639(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=53(LC No. 14‐0.6D+MWFRS 3E L), L=955(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐2072/1737, A‐B=‐1971/1925, B‐O=‐1596/1367, O‐P=‐1573/1465, C‐P=‐1473/1490, C‐D=‐983/552, D‐Q=‐1857/142, Q‐R=‐1638/221, E‐R=‐1348/233, E‐F=‐1600/457, F‐S=‐322/161, G‐S=‐167/162, H‐N=‐990/569, G‐H=‐332/239 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, J‐K=‐1618/907, C‐J=‐1419/745, I‐J=‐212/252, H‐I=‐1048/1848 WEBS A‐L=‐1565/1754, B‐L=‐814/531, D‐I=‐1117/1776, E‐I=‐394/317, F‐H=‐1521/801 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 146.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T67

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:08 2016 Page 1 Galvanization = G60 Truss weight = 176 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, G‐H:4, H‐G:5, M‐A:2 WEBS B‐M:2, C‐L:2, D‐L:2, F‐I:3, G‐I:4 4-7-15

4-4-5

5-10-3

6-1-13

4-7-15

9-0-3

14-10-6

21-0-3

3-0-0

A 2

Dropped Leg to be shipped loose installed in field 2 O 32

BC 2 M325USJ073x8 2 P 2 22-8-6

2 2

DE 3 3

19-8-9

20-0-3

12.00 12

12.00 12 F

K 3

G 5

4 5

N J SCREW QTY CHORDS WEBS

2-0-0

HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-7-15

4-4-5

5-10-3

6-1-13

4-7-15

9-0-3

14-10-6

21-0-3

E ‐K:3, J‐K:5, K‐L:3, M‐L:3 I‐F:5, I‐G:5, L‐C:2, L‐D:2, M‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.33 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.05 L‐M >999 Vert(TL) ‐0.06 L‐M >999 Horz(TL) ‐0.08 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* G‐H 362 USWD 046 50, A‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* E‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐M M‐N, A‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)H/12‐4‐0/UKN, N/0‐6‐0/UKN, J/12‐4‐0/UKN, I/12‐4‐0/UKN Max Down H=873(LC No. 15‐0.6D+MWFRS 3E R), N=678(LC No. 1‐D+Lr), J=1184(LC No. 1‐D+Lr), I=1072(LC No. 1‐D+Lr) Max Uplift H=‐257(LC No. 13‐0.6D+MWFRS 2E R), N=‐180(LC No. 10‐0.6D+MWFRS L to R), J=‐212(LC No. 15‐0.6D+MWFRS 3E R), I=‐490(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal J=58(LC No. 13‐0.6D+MWFRS 2E R), I=‐758(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD G‐H=‐1523/1205, A‐O=‐106/139, B‐O=‐247/114, B‐C=‐892/251, C‐P=‐854/104, D‐P=‐1105/32, D‐E=‐519/105, E‐F=‐1190/1070, F‐G=‐1622/1615, M‐N=‐837/523, A‐M=‐265/186 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, J‐K=‐1280/612, E‐K=‐1319/738, L‐M=‐762/1122, K‐L=‐193/202 WEBS G‐I=‐1274/1454, F‐I=‐1011/614, D‐L=‐509/854, C‐L=‐268/194, B‐M=‐869/542 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 143.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T68

A1675290 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:10 2016 Page 1 Galvanization = G60 Truss weight = 158 lbs

SCREW QTY (Total = 45 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, F‐E:4, M‐A:2 WEBS B‐L:2, C‐L:2, E‐I:3 3-11-13

3-8-3

6-7-12

6-8-4

0-8-0

3-11-13

7-8-0

14-3-12

21-0-0

21-8-0

3-0-0

A 2 Dropped Leg to be shipped loose installed in field 2

B 2 2 M325USJ073x8 P 2 2 CD L Q 3

21-4-3

12.00 12

K 3

4 4

HF G

SCREW QTY CHORDS WEBS

0-8-0

700USJD073x6 E R

18-4-6

18-8-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-11-13

3-8-3

6-7-12

6-6-4

0-2-0

3-11-13

7-8-0

14-3-12

20-10-0

21-0-0

‐K:3, F‐I:4, J‐K:5, K‐L:3, M‐L:2 D I‐E:5, L‐B:2, L‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.54 BC 0.29 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) 0.12 K‐L >772 Vert(TL) ‐0.13 K‐L >695 Horz(TL) 0.58 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐H 2‐0‐0 on center purlin spacing N‐A BOT CHORD Sheathed F‐J 6‐0‐0 on center bracing K‐M M‐N, A‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)N/0‐6‐0/UKN, J/14‐0‐0/UKN, I/14‐0‐0/UKN, F/0‐4‐0/UKN Max Down N=504(LC No. 1‐D+Lr), J=1261(LC No. 1‐D+Lr), I=1130(LC No. 1‐D+Lr), F=616(LC No. 23‐D+0.75S+0.75L+0.75MWFRS 3E R) Max Uplift N=‐144(LC No. 10‐0.6D+MWFRS L to R), J=‐215(LC No. 15‐0.6D+MWFRS 3E R), I=‐286(LC No. 15‐0.6D+MWFRS 3E R), F=‐157(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐313/280, B‐O=‐203/153, B‐P=‐358/232, C‐P=‐456/146, C‐D=‐454/144, D‐Q=‐987/1045, E‐Q=‐1153/1019, E‐R=‐1581/1614, F‐R=‐1406/1172, F‐G=0/66, G‐H=0/50, M‐N=‐631/409, A‐M=‐500/340 BOT CHORD I‐J=‐68/65, F‐I=‐75/66, J‐K=‐1212/693, D‐K=‐1280/734, L‐M=‐81/77, K‐L=‐221/57 WEBS E‐I=‐1065/606, C‐L=0/65, B‐L=‐141/28 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 152.0 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 743 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T69

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:12 2016 Page 1 Galvanization = G60 Truss weight = 81 lbs

SCREW QTY (Total = 44 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐D:2, E‐F:2, G‐F:2 WEBS D‐K:3, F‐J:3 0-8-0

5-2-4

5-1-12

5-2-4

0-8-0

-0-8-0

5-2-4

10-4-0

15-5-12

20-8-0

21-4-0

525USJ073x8 E 2

D 700USJ073x6

BAC

K Angle Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent

SCREW QTY CHORDS WEBS

700USJ073x6

IGH

0-8-0

10-8-2

12.00 12

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-2-4

5-1-12

5-2-4

10-4-0

15-5-12

20-8-0

‐K:6, G‐J:6 C J‐F:5, K‐D:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.40 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) 0.08 J‐K >999 Vert(TL) ‐0.18 J‐K >706 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E, E‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)C/2‐0‐0/CON, G/2‐0‐0/CON, K/16‐8‐0/UKN, J/16‐8‐0/UKN Max Down C=707(LC No. 1‐D+Lr), G=707(LC No. 1‐D+Lr), K=1020(LC No. 2‐D+Unbal.Lr L), J=1020(LC No. 3‐D+Unbal.Lr R) K=‐271(LC No. 14‐0.6D+MWFRS 3E L), J=‐278(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐D=‐586/303, D‐E=‐707/130, E‐F=‐707/130, F‐G=‐586/303, G‐H=0/77, H‐I=0/50 BOT CHORD C‐K=‐273/595, J‐K=‐262/592, G‐J=‐273/595 WEBS D‐K=‐952/640, F‐J=‐952/640 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 156.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 456 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T70

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:18 2016 Page 1 Galvanization = G60 Truss weight = 87 lbs

SCREW QTY (Total = 60 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, D‐C:2, D‐E:2, G‐H:2, H‐G:2, K‐A:2 WEBS B‐J:2, C‐J:3, E‐I:3, F‐I:2 2-7-5

2-6-14

2-7-5

5-2-4

7-9-2

10-4-0

12-10-14

15-5-12

18-0-11

20-8-0

525USJ073x8 D 2

10-8-2

12.00 12

C 3

B 2

A 2

2 2

K x 54 mil Bent Angle J Replace BC with 3-1/2" x 1-1/2" SCREW QTY WEBS

0-8-0

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-2-4

5-1-12

5-2-4

10-4-0

15-5-12

20-8-0

I‐E:5, I‐F:2, J‐B:2, J‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.40 WB 0.40

DEFL (in) (loc) l/defl Vert(LL) 0.08 I‐J >999 Vert(TL) ‐0.17 I‐J >709 Horz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 *Except* A‐K 30 USW 046 50, G‐H 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐J 25 USW 046 50, F‐I 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐J, E‐I Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)K/2‐0‐0/CON, H/2‐0‐0/CON, J/16‐8‐0/UKN, I/16‐8‐0/UKN Max Down K=439(LC No. 1‐D+Lr), H=439(LC No. 1‐D+Lr), J=1195(LC No. 1‐D+Lr), I=1195(LC No. 1‐D+Lr) Max Uplift K=‐12(LC No. 10‐0.6D+MWFRS L to R), H=‐5(LC No. 11‐0.6D+MWFRS R to L), J=‐143(LC No. 14‐0.6D+MWFRS 3E L), I=‐142(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐418/5, A‐B=‐264/68, B‐C=‐57/253, C‐D=‐652/190, D‐E=‐652/190, E‐F=‐57/253, F‐G=‐264/67, G‐H=‐418/4 BOT CHORD J‐K=‐460/461, I‐J=‐223/401, H‐I=‐0/1 WEBS C‐J=‐1255/24, B‐J=‐341/612, E‐I=‐1255/24, F‐I=‐341/612 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 138.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 460 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T71

A1675294 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:21 2016 Page 1 Galvanization = G60 Truss weight = 185 lbs

SCREW QTY (Total = 58 ). All Screws Are #12‐14 T/3 CHORDS A‐M:3, G‐H:2, H‐G:3, M‐A:5 WEBS A‐L:3, B‐K:2, B‐L:2, D‐I:3, E‐I:2, F‐H:3, H‐F:3 5-3-3

4-11-9

0-3-13

4-10-6

5-1-15

5-3-3

10-2-12

10-6-9

15-4-14

20-6-14

Q 22-9-6

12.00 12

20-0-8

20-4-2

D C

325USJ073x8 F 3 E H R 22

12.00 12

2 3

2-7-12

2-5-0

A 3 3 5

3 7

N M

SCREW QTY CHORDS WEBS

5-3-3

4-11-9

5-2-2

5-1-15

5-3-3

10-2-12

15-4-14

20-6-14

‐K:3, H‐I:3, K‐C:7 C I‐D:3, I‐E:2, K‐B:3, L‐A:4, L‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.99 BC 0.36 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.08 H‐I >999 Vert(TL) ‐0.10 H‐I >999 Horz(TL) 0.17 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐M 362 USWD 046 50, G‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐K 362 USWD 046 50, H‐J 55 USD 057 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed K‐M 6‐0‐0 on center bracing H‐J H‐N, G‐H 1 Row at midpt WEBS

REACTIONS (jt/size/material)M/10‐4‐0/UKN, N/0‐6‐0/UKN, K/10‐4‐0/UKN, L/10‐4‐0/UKN Max Down M=829(LC No. 14‐0.6D+MWFRS 3E L), N=758(LC No. 1‐D+Lr), K=1388(LC No. 1‐D+Lr), L=467(LC No. 1‐D+Lr) Max Uplift N=‐169(LC No. 14‐0.6D+MWFRS 3E L), K=‐718(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=307(LC No. 14‐0.6D+MWFRS 3E L), L=633(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐1321/966, A‐B=‐1227/1163, B‐O=‐1419/1190, O‐P=‐1397/1212, C‐P=‐1298/1311, C‐D=‐700/329, D‐Q=‐1544/184, Q‐R=‐1418/159, E‐R=‐1174/271, E‐F=‐1402/484, F‐S=‐292/137, G‐S=‐135/147, H‐N=‐900/555, G‐H=‐295/212 BOT CHORD L‐M=‐1/1, K‐L=0/0, C‐K=‐1149/644, I‐J=‐0/0, H‐I=‐878/1437 WEBS A‐L=‐968/1171, B‐L=‐499/271, D‐I=‐871/1363, E‐I=‐427/302, B‐K=‐792/772, F‐H=‐1307/797 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 137.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T72

A1675295 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:23 2016 Page 1 Galvanization = G60 Truss weight = 146 lbs

SCREW QTY (Total = 71 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, F‐G:3, G‐F:5, L‐A:2 WEBS B‐K:2, C‐K:2, E‐H:3, F‐H:3 3-10-10

3-7-0

5-11-14

6-3-8

3-10-10

7-5-10

13-5-8

19-9-0

3-0-0

A 2

Dropped Leg to be shipped loose installed in field 2 2 B 2 325USJ073x8 L 2 N 2

21-3-3

3 3

19 3

12.00 12

18-2-0

18-5-10

12.00 12

E 3

F 5

3 5

M I SCREW QTY CHORDS WEBS

1-8-10

GReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-10-10

3-7-0

5-11-14

6-3-8

3-10-10

7-5-10

13-5-8

19-9-0

‐J:3, I‐J:5, J‐K:3, L‐K:2 D H‐E:5, H‐F:5, K‐B:2, K‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.63 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.20 J‐K >446 Vert(TL) ‐0.22 J‐K >408 Horz(TL) 1.17 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐L 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐I 6‐0‐0 on center bracing J‐L L‐M Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 WEBS 362S162‐43 A‐L Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)G/12‐4‐0/UKN, M/0‐6‐0/UKN, I/12‐4‐0/UKN, H/12‐4‐0/UKN Max Down G=794(LC No. 15‐0.6D+MWFRS 3E R), M=492(LC No. 1‐D+Lr), I=1179(LC No. 1‐D+Lr), H=1067(LC No. 1‐D+Lr) Max Uplift G=‐250(LC No. 13‐0.6D+MWFRS 2E R), M=‐141(LC No. 10‐0.6D+MWFRS L to R), I=‐225(LC No. 15‐0.6D+MWFRS 3E R), H=‐451(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=63(LC No. 10‐0.6D+MWFRS L to R), H=‐720(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐1381/1069, A‐B=‐245/241, B‐N=‐341/309, C‐N=‐492/222, C‐D=‐522/273, D‐E=‐1092/989, E‐F=‐1529/1531, L‐M=‐616/399, A‐L=‐411/280 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐1136/541, D‐J=‐1061/597, K‐L=‐116/121, J‐K=‐263/16 WEBS F‐H=‐1197/1371, E‐H=‐1004/617, C‐K=‐27/98, B‐K=‐212/153 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 126.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Special provisions shall be made by the building designer to allow for 0.94in of horizontal movement due to live load and 1.17in due to total load. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T73

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:26 2016 Page 1 Galvanization = G60 Truss weight = 150 lbs

SCREW QTY (Total = 53 ). All Screws Are #12‐14 T/3 CHORDS B‐L:3, F‐G:2, G‐F:2, L‐B:5 WEBS B‐K:4, C‐K:3, D‐H:2, E‐H:2 1-10-0

6-2-13

5-11-3

3-7-0

3-10-10

-1-10-0

6-2-13

12-2-0

15-9-0

19-7-10

F Q

3-0-0

Dropped Leg to be shipped loose installed in field

2 E 2 325USJ073x8 2 G P

12.00 12 D

18-5-10

12.00 12

O C

18-2-0

21-3-3

3 4

1-10-0

4 3 5

K Angle J Replace BC with 3-1/2" x 1-1/2" Lx 54 mil Bent SCREW QTY CHORDS WEBS

6-2-13

0-11-3

5-0-0

3-7-0

3-10-10

6-2-13

7-2-0

12-2-0

15-9-0

19-7-10

‐I:3, G‐H:2, I‐H:4, J‐I:5 D H‐D:2, H‐E:2, K‐B:6, K‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.70 BC 0.53 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.16 H‐I >544 Vert(TL) ‐0.22 H‐I >410 Horz(TL) ‐1.14 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied G‐M, F‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)L/2‐0‐0/CON, M/0‐6‐0/UKN, J/10‐4‐0/UKN, K/10‐4‐0/UKN Max Down L=956(LC No. 11‐0.6D+MWFRS R to L), M=492(LC No. 1‐D+Lr), J=1190(LC No. 1‐D+Lr), K=990(LC No. 1‐D+Lr) Max Uplift L=‐18(LC No. 12‐0.6D+MWFRS 2E L), M=‐63(LC No. 11‐0.6D+MWFRS R to L), J=‐443(LC No. 14‐0.6D+MWFRS 3E L), K=‐519(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐1389/1221, A‐B=0/186, B‐N=‐1815/1229, C‐N=‐1713/1749, C‐O=‐1329/1061, D‐O=‐1182/1208, D‐P=‐539/259, E‐P=‐336/264, E‐Q=‐239/188, F‐Q=‐164/210, G‐M=‐558/318, F‐G=‐380/238 BOT CHORD K‐L=‐1752/1362, J‐K=‐68/42, I‐J=‐1445/898, D‐I=‐1064/631, H‐I=‐408/353, G‐H=‐88/105 WEBS B‐K=‐1367/1764, C‐K=‐978/469, D‐H=‐298/341, E‐H=‐271/253 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 150.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 1094 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T74

A1675297 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:28 2016 Page 1 Galvanization = G60 Truss weight = 155 lbs

SCREW QTY (Total = 61 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, F‐G:6, G‐F:9, L‐A:2 WEBS B‐K:3, C‐K:2, E‐H:3, F‐H:5 4-9-13

4-6-3

4-10-3

5-1-13

4-9-13

9-4-0

14-2-3

19-4-0

3-0-0

A 2

Dropped Leg to be shipped loose 2installed in field 2

12.00 12

B L325USJ073x8 3 N 3 O 23-1-8

2 2 2

12.00 12 J

20-0-6

20-4-0

F 6 3

8 7

M I SCREW QTY CHORDS WEBS

4-0-0

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-13

4-6-3

4-10-3

5-1-13

4-9-13

9-4-0

14-2-3

19-4-0

‐J:2, I‐J:3, J‐K:2, L‐K:2 D H‐E:8, H‐F:7, K‐B:3, K‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 5‐1‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.67 BC 0.32 WB 0.78

DEFL (in) (loc) l/defl Vert(LL) 0.06 K‐L >969 Vert(TL) ‐0.06 K‐L >938 Horz(TL) ‐0.07 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐L 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐I 6‐0‐0 on center bracing J‐L L‐M, A‐L 1 Row at midpt WEBS

REACTIONS (jt/size/material)G/0‐6‐0/UKN, M/19‐0‐0/UKN, I/19‐0‐0/UKN, H/19‐0‐0/UKN, K/19‐0‐0/UKN Max Down G=1505(LC No. 15‐0.6D+MWFRS 3E R), M=365(LC No. 1‐D+Lr), I=836(LC No. 1‐D+Lr), H=1150(LC No. 1‐D+Lr), K=1115(LC No. 1‐D+Lr) Max Uplift G=‐502(LC No. 13‐0.6D+MWFRS 2E R), M=‐94(LC No. 10‐0.6D+MWFRS L to R), I=‐121(LC No. 15‐0.6D+MWFRS 3E R), H=‐997(LC No. 15‐0.6D+MWFRS 3E R), K=‐312(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐2655/2161, A‐B=‐360/210, B‐N=‐836/835, N‐O=‐913/759, C‐O=‐977/694, C‐D=‐945/641, D‐P=‐1456/1325, E‐P=‐1488/1173, E‐F=‐2000/1936, L‐M=‐447/290, A‐L=‐362/260 BOT CHORD H‐I=‐70/75, G‐H=‐1597/1377, I‐J=‐822/301, D‐J=‐886/467, K‐L=‐84/49, J‐K=‐244/272 WEBS F‐H=‐1816/2095, E‐H=‐1108/723, C‐K=‐47/45, B‐K=‐1066/705 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 120.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 838 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T75

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:31 2016 Page 1 Galvanization = G60 Truss weight = 64 lbs

SCREW QTY (Total = 64 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐D:2, E‐F:2, G‐F:2 WEBS D‐K:2, F‐J:2 0-8-0

4-8-4

4-7-12

4-8-4

0-8-0

-0-8-0

4-8-4

9-4-0

13-11-12

18-8-0

19-4-0

325USJ073x6 E 2

D 2

700USJ073x4

C B A

700USJ073x4

2 4

SCREW QTY CHORDS WEBS

IG H

0-8-0

9-9-8

12.00 12

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

4-8-4

9-4-0

13-11-12

18-8-0

‐K:12, G‐J:12 C J‐F:4, K‐D:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.59 BC 0.33 WB 0.79

DEFL (in) (loc) l/defl Vert(LL) 0.05 J‐K >999 Vert(TL) ‐0.12 J‐K >966 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E, E‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)C/2‐0‐0/CON, G/2‐0‐0/CON, K/14‐8‐0/UKN, J/14‐8‐0/UKN Max Down C=639(LC No. 1‐D+Lr), G=639(LC No. 1‐D+Lr), K=950(LC No. 2‐D+Unbal.Lr L), J=950(LC No. 3‐D+Unbal.Lr R) K=‐251(LC No. 14‐0.6D+MWFRS 3E L), J=‐256(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐551/301, D‐E=‐635/113, E‐F=‐635/113, F‐G=‐551/301, G‐H=0/67, H‐I=0/56 BOT CHORD C‐K=‐267/559, J‐K=‐260/557, G‐J=‐267/559 WEBS D‐K=‐889/603, F‐J=‐889/603 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 130.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 424 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T76

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:34 2016 Page 1 Galvanization = G60 Truss weight = 71 lbs

SCREW QTY (Total = 50 ). All Screws Are #12‐14 T/3 CHORDS B‐K:2, D‐C:2, D‐E:2, F‐E:2, K‐B:3 WEBS B‐J:2, C‐J:2, E‐I:2 1-10-2

4-3-12

4-1-4

4-9-4

4-9-12

0-8-0

-1-10-2

4-3-12

8-5-0

13-2-4

18-0-0

18-8-0

325USJ073x6 D 2

12.00 12 10-0-8

C 2

2 2

H F G

0-8-0

1-10-0

700USJ073x4

SCREW QTY CHORDS WEBS

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-3-12

4-1-4

0-7-0

4-2-4

4-9-12

4-3-12

8-5-0

9-0-0

13-2-4

18-0-0

F ‐I:12 I‐E:4, J‐B:3, J‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62 BC 0.31 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.11 A >378 Vert(TL) ‐0.10 I‐J >999 Horz(TL) 0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐K 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐J 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)K/2‐0‐0/CON, F/2‐0‐0/CON, J/14‐0‐0/UKN, I/14‐0‐0/UKN Max Down K=911(LC No. 1‐D+Lr), F=643(LC No. 1‐D+Lr), J=724(LC No. 2‐D+Unbal.Lr L), I=967(LC No. 3‐D+Unbal.Lr R) K=‐24(LC No. 10‐0.6D+MWFRS L to R), J=‐286(LC No. 14‐0.6D+MWFRS 3E L), I=‐262(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐K=‐896/18, A‐B=0/188, B‐C=‐551/222, C‐D=‐585/117, D‐E=‐635/114, E‐F=‐564/335, F‐G=0/67, G‐H=0/56 BOT CHORD J‐K=‐439/368, I‐J=‐284/572, F‐I=‐292/574 WEBS C‐J=‐750/395, E‐I=‐914/621, B‐J=‐229/693 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 137.4 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 439 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T77

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:37 2016 Page 1 Galvanization = G60 Truss weight = 103 lbs

SCREW QTY (Total = 50 ). All Screws Are #12‐14 T/3 CHORDS B‐L:2, D‐C:2, D‐E:2, G‐F:2, L‐B:3 WEBS B‐K:2, C‐K:2, E‐J:2, F‐J:2 1-10-0

4-4-5

4-0-11

0-7-0

4-5-12

4-6-4

0-8-0

-1-9-15

4-4-5

8-5-0

9-0-0

13-5-12

18-0-0

18-8-0

325USJD073x6 D E 2 2 2

12.00 12 10-0-8

C F

2 2

2 8

L K Angle Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent

SCREW QTY CHORDS WEBS

700USJD073x4

IG H

0-8-0

1-10-0

4-4-5

4-7-11

9-0-0

4-4-5

9-0-0

18-0-0

‐J:8 G J‐E:4, J‐F:2, K‐B:3, K‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.55 BC 0.38 WB 0.44

DEFL (in) (loc) l/defl Vert(LL) 0.09 A >466 Vert(TL) ‐0.14 G‐J >782 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)L/2‐0‐0/CON, G/2‐0‐0/CON, K/14‐0‐0/UKN, J/14‐0‐0/UKN Max Down L=669(LC No. 2‐D+Unbal.Lr L), G=777(LC No. 1‐D+Lr), K=696(LC No. 1‐D+Lr), J=1141(LC No. 1‐D+Lr) L=‐46(LC No. 12‐0.6D+MWFRS 2E L), K=‐280(LC No. 14‐0.6D+MWFRS 3E L), J=‐177(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐629/214, A‐B=0/189, B‐C=‐456/473, C‐D=‐307/127, D‐E=‐195/123, E‐F=‐238/273, F‐G=‐618/86, G‐H=0/67, H‐I=0/56 BOT CHORD K‐L=‐438/367, J‐K=‐466/655, G‐J=‐76/378 WEBS B‐K=‐423/784, C‐K=‐747/392, F‐J=‐588/418, E‐J=‐599/207 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 137.3 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 438 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T78

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:40 2016 Page 1 Galvanization = G60 Truss weight = 144 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, F‐G:5, G‐F:7, L‐A:2 WEBS B‐K:2, C‐K:2, E‐H:2, F‐H:4 3-11-13

3-8-3

5-0-0

3-11-13

7-8-0

12-8-0

17-8-0

3-0-0

A 2 2 2 B 2 325USJ073x8 N L 2 O 2

21-5-8

3 3

18-4-6

12.00 12

11-0-1

18-8-0

12.00 12

F 4

7 6

Dropped Leg to be shipped loose M installed in field. I SCREW QTY CHORDS WEBS

4-0-0

GReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-11-13

3-8-3

5-0-0

3-11-13

7-8-0

12-8-0

17-8-0

‐J:3, I‐J:5, J‐K:3, L‐K:2 D H‐E:7, H‐F:6, K‐B:2, K‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐4‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.67 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.24 J‐K >379 Vert(TL) ‐0.27 J‐K >343 Horz(TL) 1.40 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐L 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F 2‐0‐0 on center purlin spacing M‐A BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt L‐M, A‐L

REACTIONS (jt/size/material)G/10‐4‐0/UKN, M/0‐6‐0/UKN, I/10‐4‐0/UKN, H/10‐4‐0/UKN Max Down G=1160(LC No. 15‐0.6D+MWFRS 3E R), M=549(LC No. 1‐D+Lr), I=1268(LC No. 1‐D+Lr), H=886(LC No. 1‐D+Lr) Max Uplift G=‐437(LC No. 13‐0.6D+MWFRS 2E R), M=‐157(LC No. 15‐0.6D+MWFRS 3E R), I=‐258(LC No. 15‐0.6D+MWFRS 3E R), H=‐767(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=69(LC No. 15‐0.6D+MWFRS 3E R), H=‐702(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐2095/1685, A‐B=‐272/268, B‐N=‐353/330, N‐O=‐490/307, C‐O=‐546/251, C‐D=‐585/320, D‐P=‐1047/1081, E‐P=‐1181/948, E‐F=‐1550/1499, L‐M=‐686/440, A‐L=‐456/310 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐1228/599, D‐J=‐1137/657, K‐L=‐127/135, J‐K=‐296/25 WEBS F‐H=‐1439/1667, E‐H=‐802/521, B‐K=‐242/170, C‐K=‐37/117 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 100.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Special provisions shall be made by the building designer to allow for 1.10in of horizontal movement due to live load and 1.40in due to total load. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T79

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:42 2016 Page 1 Galvanization = G60 Truss weight = 143 lbs

SCREW QTY (Total = 75 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, F‐G:4, G‐F:7, L‐A:2 WEBS B‐K:2, C‐K:2, E‐H:2, F‐H:4 3-10-10

3-7-0

4-11-3

5-2-13

3-10-10

7-5-10

12-4-13

17-7-10

3-0-0

A 2

Dropped Leg to be shipped loose2 installed in field 2 B 2 325USJ073x8 N L 2 O 2

21-3-3

3 3

19 3

12.00 12

18-2-0

18-5-10

12.00 12

F 4

3-10-0

M I SCREW QTY CHORDS WEBS

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-10-10

3-7-0

4-11-3

5-2-13

3-10-10

7-5-10

12-4-13

17-7-10

‐J:3, I‐J:5, J‐K:3, L‐K:2 D H‐E:6, H‐F:5, K‐B:2, K‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.74 BC 0.64 WB 0.51

DEFL (in) (loc) l/defl Vert(LL) 0.20 J‐K >439 Vert(TL) ‐0.22 J‐K >401 Horz(TL) 1.19 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐L 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

REACTIONS (jt/size/material)G/10‐4‐0/UKN, M/0‐6‐0/UKN, I/10‐4‐0/UKN, H/10‐4‐0/UKN Max Down G=1016(LC No. 15‐0.6D+MWFRS 3E R), M=496(LC No. 1‐D+Lr), I=1131(LC No. 1‐D+Lr), H=844(LC No. 1‐D+Lr) Max Uplift G=‐377(LC No. 13‐0.6D+MWFRS 2E R), M=‐143(LC No. 15‐0.6D+MWFRS 3E R), I=‐224(LC No. 15‐0.6D+MWFRS 3E R), H=‐669(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=63(LC No. 15‐0.6D+MWFRS 3E R), H=‐645(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐1831/1459, A‐B=‐245/242, B‐N=‐320/299, N‐O=‐444/274, C‐O=‐492/226, C‐D=‐521/279, D‐P=‐937/963, E‐P=‐1058/841, E‐F=‐1410/1371, L‐M=‐619/399, A‐L=‐412/280 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐1096/532, D‐J=‐1016/588, K‐L=‐116/122, J‐K=‐266/15 WEBS F‐H=‐1278/1482, E‐H=‐770/497, C‐K=‐27/100, B‐K=‐218/152 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 100.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Special provisions shall be made by the building designer to allow for 0.94in of horizontal movement due to live load and 1.19in due to total load. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T80

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:47 2016 Page 1 Galvanization = G60 Truss weight = 120 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐J:2, E‐G:3, G‐E:4, J‐B:2 WEBS B‐I:3, C‐I:2, D‐H:2 1-4-0

5-7-14

5-4-4

5-7-14

3-11-15

-1-3-15

5-7-14

11-0-2

16-8-0

20-7-15

E 9.00 12

16-3-8

1-0-0

13-6-0

C 2

3 4

J SCREW QTY WEBS

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-7-14

5-4-4

5-7-14

11-0-2

16-8-0

H‐D:3, I‐B:4, I‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.13 WB 0.45

DEFL (in) (loc) l/defl Vert(LL) 0.27 F >347 Vert(TL) ‐0.32 F >286 Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐J 362 USWD 046 50, E‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐G

REACTIONS (jt/size/material)J/8‐0‐0/UKN, G/8‐8‐0/UKN, I/8‐0‐0/UKN, H/8‐8‐0/UKN J=561(LC No. 1‐D+Lr), G=1170(LC No. 1‐D+Lr), I=994(LC No. 1‐D+Lr), H=644(LC No. 1‐D+Lr) Max Down Max Uplift J=‐86(LC No. 12‐0.6D+MWFRS 2E L), G=‐104(LC No. 11‐0.6D+MWFRS R to L), I=‐211(LC No. 14‐0.6D+MWFRS 3E L), H=‐98(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐J=‐584/286, A‐B=0/118, B‐K=‐1114/575, C‐K=‐996/827, C‐D=‐783/493, D‐L=‐568/95, L‐M=‐493/174, E‐M=‐449/339, E‐N=‐337/0, F‐N=‐268/0, E‐G=‐1126/605 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, G‐H=‐1/1 WEBS B‐I=‐713/1146, C‐I=‐874/358, D‐H=‐672/164 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 157.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 632 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T81

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:50 2016 Page 1 Galvanization = G60 Truss weight = 120 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐J:2, E‐G:3, G‐E:4, J‐B:2 WEBS B‐I:3, C‐I:2, D‐H:2 1-4-0

5-7-14

5-4-4

5-7-14

3-11-15

-1-3-15

5-7-14

11-0-2

16-8-0

20-7-15

E 9.00 12

16-3-8

1-0-0

13-6-0

C 2

3 4

J SCREW QTY WEBS

GReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-7-14

5-4-4

5-7-14

11-0-2

16-8-0

H‐D:3, I‐B:4, I‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.17 WB 0.45

DEFL (in) (loc) l/defl Vert(LL) 0.27 F >347 Vert(TL) ‐0.32 F >286 Horz(TL) ‐0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐J 362 USWD 046 50, E‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐G

REACTIONS (jt/size/material)J/2‐0‐0/CON, G/14‐8‐0/UKN, I/14‐8‐0/UKN, H/14‐8‐0/UKN J=561(LC No. 1‐D+Lr), G=1170(LC No. 1‐D+Lr), I=994(LC No. 1‐D+Lr), H=644(LC No. 1‐D+Lr) Max Down Max Uplift J=‐89(LC No. 12‐0.6D+MWFRS 2E L), G=‐104(LC No. 11‐0.6D+MWFRS R to L), I=‐219(LC No. 14‐0.6D+MWFRS 3E L), H=‐98(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐J=‐584/286, A‐B=0/118, B‐K=‐1114/575, C‐K=‐996/827, C‐D=‐783/493, D‐L=‐568/95, L‐M=‐493/174, E‐M=‐449/339, E‐N=‐337/0, F‐N=‐268/0, E‐G=‐1126/605 BOT CHORD I‐J=‐1134/706, H‐I=‐1/1, G‐H=‐1/1 WEBS B‐I=‐713/1146, C‐I=‐874/358, D‐H=‐672/164 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 157.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 632 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T82

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:52 2016 Page 1 Galvanization = G60 Truss weight = 151 lbs

SCREW QTY (Total = 61 ). All Screws Are #12‐14 T/3 CHORDS A‐M:4, D‐C:3, D‐E:3, G‐H:4, H‐G:3, M‐A:3 WEBS B‐K:3, B‐L:6, C‐E:2, E‐C:2, F‐I:6, F‐J:3 0-7-0

7-9-0

0-7-0

8-4-0

16-1-0

16-8-0

525USJD073x6 D

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

LABEL T82L C 2

LABEL E T82R G F

17-5-2

BA 6

9-5-0 35

9-5-0

11-0-0

3 2

Replace BC with 3-1/2" x 1-1/2" 54 mil Bent Angle ML x K SCREW QTY CHORDS WEBS

I HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-7-0

15-6-0

0-7-0

16-1-0

16-8-0

J ‐I:3, K‐L:2 I‐F:5, J‐F:2, K‐B:2, L‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.73 BC 0.59 WB 0.97

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐M 362 USWD 046 50, G‐H 362 USWD 046 50 BOT CHORD 55 USD 057 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐L, F‐I

REACTIONS (jt/size/material)M/16‐8‐0/UKN, H/16‐8‐0/UKN, J/16‐8‐0/UKN, K/16‐8‐0/UKN M=1001(LC No. 11‐0.6D+MWFRS R to L), H=1001(LC No. 10‐0.6D+MWFRS L to R), J=1092(LC No. 11‐0.6D+MWFRS R to L), K=1092(LC No. 10‐0.6D+MWFRS L to R) Max Down Max Uplift M=‐814(LC No. 10‐0.6D+MWFRS L to R), H=‐814(LC No. 11‐0.6D+MWFRS R to L), J=‐825(LC No. 10‐0.6D+MWFRS L to R), K=‐825(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal M=898(LC No. 1‐D+Lr), H=‐898(LC No. 1‐D+Lr), J=930(LC No. 1‐D+Lr), K=‐930(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐530/1568, A‐B=‐378/1197, B‐C=‐710/250, C‐D=‐968/207, D‐E=‐968/207, E‐F=‐710/250, F‐G=‐378/1197, G‐H=‐530/1568 BOT CHORD I‐J=‐926/287, H‐I=‐1371/426, L‐M=‐1373/426, K‐L=‐926/287 WEBS B‐L=‐2533/795, F‐I=‐2533/795, C‐E=0/614, F‐J=‐1085/1010, B‐K=‐1085/1010 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 89.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T83

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:55 2016 Page 1 Galvanization = G60 Truss weight = 133 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS A‐K:4, D‐C:3, D‐E:3, G‐H:4, H‐G:6, K‐A:6 WEBS A‐J:4, B‐J:4, C‐E:2, E‐C:2, F‐I:4, G‐I:4 1-11-0

6-1-7

6-1-11

1-10-12

1-11-0

8-0-7

14-2-2

16-0-14

525USJD073x6 D 12.00 12 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

2-0-13 6

2-0-9

Replace BC with 3-1/2" x 1-1/2"Kx 54J mil Bent Angle SCREW QTY CHORDS WEBS

8-1-0

F LABEL G T83R

11-0-0

15-9-9

B LABEL A T83L4

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

1-11-0

12-3-2

1-10-12

1-11-0

14-2-2

16-0-14

I ‐H:7, J‐K:7 I‐F:7, I‐G:5, J‐A:5, J‐B:7

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.86 BC 0.03 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 057 50, G‐H 362 USWD 057 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐J, F‐I

REACTIONS (jt/size/material)K/16‐0‐14/UKN, H/16‐0‐14/UKN, J/16‐0‐14/UKN, I/16‐0‐14/UKN K=1660(LC No. 11‐0.6D+MWFRS R to L), H=1645(LC No. 10‐0.6D+MWFRS L to R), J=1710(LC No. 10‐0.6D+MWFRS L to R), I=1695(LC No. 11‐0.6D+MWFRS R to L) Max Down Max Uplift K=‐1288(LC No. 10‐0.6D+MWFRS L to R), H=‐1274(LC No. 11‐0.6D+MWFRS R to L), J=‐1423(LC No. 11‐0.6D+MWFRS R to L), I=‐1409(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal K=1(LC No. 10‐0.6D+MWFRS L to R), H=‐1(LC No. 10‐0.6D+MWFRS L to R), J=321(LC No. 11‐0.6D+MWFRS R to L), I=‐315(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐1661/1287, A‐B=‐388/448, B‐C=‐1082/444, C‐D=‐1017/200, D‐E=‐1015/199, E‐F=‐1083/444, F‐G=‐380/442, G‐H=‐1647/1272 BOT CHORD J‐K=‐1/1, H‐I=‐1/1 WEBS B‐J=‐1836/381, A‐J=‐981/1461, F‐I=‐1847/383, G‐I=‐967/1452, C‐E=‐270/524 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 94.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T84

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:08:58 2016 Page 1 Galvanization = G60 Truss weight = 64 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS A‐J:2, C‐B:2, C‐D:2, E‐D:2, J‐A:3 WEBS A‐I:2, B‐I:2, D‐H:2 2-3-12

4-1-4

4-9-4

4-9-12

0-8-0

2-3-12

6-5-0

11-2-4

16-0-0

16-8-0

325USJ073x6 C 12.00 12

10-0-8

2 2

700USJ073x4 2

2 4

SCREW QTY CHORDS WEBS

G E F

0-8-0

3-10-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-3-12

4-1-4

4-9-4

4-9-12

2-3-12

6-5-0

11-2-4

16-0-0

E ‐H:12 H‐D:4, I‐A:2, I‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62 BC 0.30 WB 0.85

DEFL (in) (loc) l/defl Vert(LL) 0.04 H‐I >999 Vert(TL) ‐0.09 H‐I >999 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐J 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* A‐I 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)J/14‐0‐0/UKN, E/2‐0‐0/CON, I/14‐0‐0/UKN, H/14‐0‐0/UKN Max Down J=674(LC No. 1‐D+Lr), E=645(LC No. 1‐D+Lr), I=469(LC No. 2‐D+Unbal.Lr L), H=966(LC No. 3‐D+Unbal.Lr R) J=‐129(LC No. 10‐0.6D+MWFRS L to R), I=‐484(LC No. 11‐0.6D+MWFRS R to L), H=‐262(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal J=2(LC No. 7‐D), I=246(LC No. 1‐D+Lr), H=‐358(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐J=‐705/171, A‐B=‐359/134, B‐C=‐585/118, C‐D=‐638/111, D‐E=‐571/323, E‐F=0/67, F‐G=0/56 BOT CHORD I‐J=‐1/1, H‐I=0/0, E‐H=‐284/581 WEBS B‐I=‐647/433, A‐I=‐173/515, D‐H=‐917/629 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 90.1 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T85

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:00 2016 Page 1 Galvanization = G60 Truss weight = 114 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS B‐H:2, D‐F:3, F‐D:4, H‐B:3 WEBS B‐G:3, C‐G:3 2-1-6

7-11-5

3-11-15

-2-1-5

7-11-5

15-10-10

19-10-10

D 9.00 12

L 3

13-6-0

16-3-8

J C 3

1-7-0

I B2 A

H SCREW QTY WEBS

F Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

7-11-5

15-10-10

G‐B:4, G‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.37 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.26 E >363 Vert(TL) ‐0.35 E >268 Horz(TL) ‐0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)H/7‐4‐0/CON, F/8‐6‐10/UKN, G/8‐6‐10/UKN Max Down H=852(LC No. 1‐D+Lr), F=1220(LC No. 1‐D+Lr), G=1281(LC No. 1‐D+Lr) H=‐14(LC No. 12‐0.6D+MWFRS 2E L), F=‐118(LC No. 14‐0.6D+MWFRS 3E L), G=‐277(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐794/146, A‐B=0/184, B‐I=‐1007/508, C‐I=‐840/771, C‐J=‐623/84, J‐K=‐498/192, D‐K=‐455/360, D‐L=‐337/0, E‐L=‐268/0, D‐F=‐1161/614 BOT CHORD G‐H=‐1169/672, F‐G=‐1/1 WEBS B‐G=‐682/1187, C‐G=‐1210/363 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 157.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 665 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T86

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:03 2016 Page 1 Galvanization = G60 Truss weight = 120 lbs

SCREW QTY (Total = 30 ). All Screws Are #12‐14 T/3 CHORDS B‐J:2, E‐G:3, G‐E:4, J‐B:3 WEBS B‐I:3, C‐I:2, D‐H:2 2-1-6

5-4-12

5-1-2

5-4-12

3-11-15

-2-1-5

5-4-12

10-5-14

15-10-10

19-10-10

E 9.00 12

N 3

L 16-3-8

D 2

13-6-0

1-7-0

K B A

2 3 3

J SCREW QTY WEBS

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-4-12

5-1-2

5-4-12

10-5-14

15-10-10

H‐D:3, I‐B:4, I‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.16 WB 0.44

DEFL (in) (loc) l/defl Vert(LL) 0.27 F >346 Vert(TL) ‐0.32 F >287 Horz(TL) ‐0.00 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐J 362 USWD 046 50, E‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐G

REACTIONS (jt/size/material)J/2‐0‐0/CON, G/13‐10‐10/UKN, I/13‐10‐10/UKN, H/13‐10‐10/UKN J=700(LC No. 1‐D+Lr), G=1163(LC No. 1‐D+Lr), I=891(LC No. 1‐D+Lr), H=598(LC No. 1‐D+Lr) Max Down Max Uplift J=‐110(LC No. 12‐0.6D+MWFRS 2E L), G=‐103(LC No. 11‐0.6D+MWFRS R to L), I=‐252(LC No. 14‐0.6D+MWFRS 3E L), H=‐106(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐J=‐658/310, A‐B=0/179, B‐K=‐1046/675, C‐K=‐933/789, C‐D=‐767/470, D‐L=‐561/100, L‐M=‐491/172, E‐M=‐448/336, E‐N=‐337/0, F‐N=‐268/0, E‐G=‐1121/602 BOT CHORD I‐J=‐1164/677, H‐I=‐1/1, G‐H=‐1/1 WEBS B‐I=‐696/1198, C‐I=‐785/276, D‐H=‐635/160 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 157.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 661 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T87

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:05 2016 Page 1 Galvanization = G60 Truss weight = 123 lbs

SCREW QTY (Total = 38 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, B‐C:2, C‐B:2, E‐G:2, G‐E:3, K‐A:2 WEBS D‐H:3, E‐H:3 3-8-12

5-10-5

6-1-15

1-8-10

3-8-12

9-7-1

15-9-0

17-5-10

3-0-0

A 2

Dropped Leg to be shipped loose installed in field 2

B C 2 325USJ073x8 K 2

17-3-3

12.00 12 N

12.00 12

14-2-0

14-5-10

D 3

2 3

L I SCREW QTY CHORDS WEBS

1-8-10

3 3

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-5-10

6-1-7

6-1-15

3-5-10

9-7-1

15-9-0

‐J:2, I‐J:3, J‐K:2, K‐J:2 B H‐D:5, H‐E:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.73 BC 0.23 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.07 J‐K >555 Vert(TL) 0.09 F >435 Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* E‐G 362 USWD 046 50, A‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* B‐I 362 USWD 046 50, J‐K 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐I 6‐0‐0 on center bracing J‐K K‐L, A‐K 1 Row at midpt WEBS

REACTIONS (jt/size/material)G/2‐0‐0/CON, L/13‐9‐0/UKN, I/13‐9‐0/UKN, H/13‐9‐0/UKN Max Down G=666(LC No. 1‐D+Lr), L=187(LC No. 1‐D+Lr), I=805(LC No. 1‐D+Lr), H=1071(LC No. 1‐D+Lr) Max Uplift G=‐203(LC No. 13‐0.6D+MWFRS 2E R), L=‐60(LC No. 10‐0.6D+MWFRS L to R), I=‐155(LC No. 15‐0.6D+MWFRS 3E R), H=‐414(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal L=6(LC No. 15‐0.6D+MWFRS 3E R), I=69(LC No. 13‐0.6D+MWFRS 2E R), H=‐708(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD E‐G=‐851/670, A‐B=‐237/96, B‐C=‐534/550, C‐N=‐600/547, D‐N=‐688/396, D‐O=‐1070/1136, E‐O=‐1223/773, E‐F=0/175, K‐L=‐247/155, A‐K=‐152/89 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐761/417, B‐J=‐808/561, J‐K=‐103/88 WEBS E‐H=‐907/1300, D‐H=‐1061/540 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 98.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T88

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:08 2016 Page 1 Galvanization = G60 Truss weight = 126 lbs

SCREW QTY (Total = 47 ). All Screws Are #12‐14 T/3 CHORDS B‐L:3, F‐G:2, G‐F:2, L‐B:4 WEBS B‐K:4, C‐K:3, D‐H:2, E‐H:2 1-10-0

6-2-13

5-11-3

1-7-0

-1-10-0

6-2-13

12-2-0

13-9-0 15-7-10

1-10-10

D 2 2 2 2 2 325USJ073x8

12.00 12

1-10-0

O N

B A

4 3 4

Replace BC with 3-1/2" x 1-1/2"Lx 54 mil BentKAngle SCREW QTY CHORDS WEBS

14-5-10

Dropped Leg to be shipped loose installed in field

14-2-0

17-3-3

3-0-0

6-2-13

5-11-3

1-7-0

6-2-13

12-2-0

13-9-0 15-7-10

1-10-10

‐I:2, G‐H:2, I‐H:3, J‐I:4 D H‐D:2, H‐E:2, K‐B:5, K‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.74 BC 0.26 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.09 A >487 Vert(TL) 0.10 A >402 Horz(TL) ‐0.16 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied G‐M, F‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)L/12‐4‐0/UKN, M/0‐6‐0/UKN, J/12‐4‐0/UKN, K/12‐4‐0/UKN Max Down L=761(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), M=202(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), J=772(LC No. 1‐D+Lr), K=1053(LC No. 1‐D+Lr) Max Uplift L=‐1(LC No. 12‐0.6D+MWFRS 2E L), J=‐408(LC No. 14‐0.6D+MWFRS 3E L), K=‐465(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=60(LC No. 14‐0.6D+MWFRS 3E L), K=857(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐1025/850, A‐B=0/186, B‐N=‐1406/864, N‐O=‐1322/1261, C‐O=‐1252/1331, C‐P=‐878/590, D‐P=‐762/738, D‐E=‐257/125, E‐F=‐89/93, G‐M=‐202/38, F‐G=‐154/62 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, I‐J=‐995/743, D‐I=‐852/637, H‐I=‐181/182, G‐H=‐7/40 WEBS B‐K=‐1055/1460, C‐K=‐1056/528, E‐H=‐155/164, D‐H=‐202/199 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 98.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T89

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:10 2016 Page 1 Galvanization = G60 Truss weight = 106 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:3, E‐C:4, G‐A:3 WEBS A‐F:3, B‐F:3 7-5-13

7-5-13

3-11-15

7-5-13

14-11-10

18-11-10

9.00 12

16-3-8

13-6-0

B I

H 2-3-4

A 3 2 3

G SCREW QTY WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 7-5-13

7-5-13

14-11-10

F‐A:4, F‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.33 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.28 D >331 Vert(TL) ‐0.32 D >287 Horz(TL) ‐0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)G/1‐1‐0/CON, E/13‐10‐10/UKN, F/13‐10‐10/UKN Max Down G=494(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), E=1193(LC No. 1‐D+Lr), F=1237(LC No. 1‐D+Lr) G=‐60(LC No. 12‐0.6D+MWFRS 2E L), E=‐113(LC No. 14‐0.6D+MWFRS 3E L), F=‐335(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐714/286, A‐H=‐966/632, H‐I=‐760/578, B‐I=‐866/732, B‐J=‐601/81, J‐K=‐486/180, C‐K=‐443/346, C‐D=‐337/0, C‐E=‐1138/593 BOT CHORD F‐G=‐935/633, E‐F=‐1/1 WEBS A‐F=‐656/971, B‐F=‐1154/445 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 116.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 497 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T90

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:15 2016 Page 1 Galvanization = G60 Truss weight = 106 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:3, E‐C:4, G‐A:3 WEBS A‐F:3, B‐F:3 7-5-13

7-5-13

3-11-15

7-5-13

14-11-10

18-11-10

9.00 12

16-3-8

13-6-0

B I

H 2-3-4

A 3 2 3

G SCREW QTY WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 7-5-13

7-5-13

14-11-10

F‐A:4, F‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.33 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.28 D >331 Vert(TL) ‐0.32 D >287 Horz(TL) ‐0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)G/0‐3‐10/CON, E/14‐8‐0/UKN, F/14‐8‐0/UKN Max Down G=494(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), E=1193(LC No. 1‐D+Lr), F=1237(LC No. 1‐D+Lr) G=‐60(LC No. 12‐0.6D+MWFRS 2E L), E=‐113(LC No. 14‐0.6D+MWFRS 3E L), F=‐335(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐714/286, A‐H=‐966/632, H‐I=‐760/578, B‐I=‐866/732, B‐J=‐601/81, J‐K=‐486/180, C‐K=‐443/346, C‐D=‐337/0, C‐E=‐1138/593 BOT CHORD F‐G=‐935/633, E‐F=‐1/1 WEBS A‐F=‐656/971, B‐F=‐1154/445 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 116.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 497 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T91

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:18 2016 Page 1 Galvanization = G60 Truss weight = 174 lbs

SCREW QTY (Total = 84 ). All Screws Are #12‐14 T/3 CHORDS A‐J:2, E‐F:12, F‐E:8, J‐A:3 WEBS B‐I:2, B‐J:4, C‐I:4, E‐G:10 5-6-13

5-3-3

5-6-13

10-10-0

3-0-0 0-6-0 13-10-0

A 3-0-0

14-4-0

12.00 12 L Dropped Leg to be shipped loose23 installed in field 4

THIS LEG WILL BE CUT IN FIELD4 AS REQUIRED TO HIT UPPER FLAT ROOF4 BM J325USJ073x8 2 2

24-7-8

4 4

12.00 12

21-6-6

21-10-0

10 12

K 5-6-13

5-3-3

5-6-13

10-10-0

11-0-0

G3-0-0 0-6-0 F Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 13-10-0 14-4-0

SCREW QTY CHORDS WEBS

‐H:4, G‐H:9, H‐I:4, J‐I:4 D G‐E:8, I‐B:2, I‐C:4, J‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.41 WB 0.99

DEFL (in) (loc) l/defl Vert(LL) 0.29 H‐I >444 Vert(TL) 0.27 H‐I >480 Horz(TL) 0.40 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* E‐F 60 USWD 057 50, A‐K 362 USWD 057 50 BOT CHORD 55 USD 097 50 *Except* D‐G 362 USWD 046 50, H‐J 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Sheathed F‐G 6‐0‐0 on center bracing H‐J 1 Row at midpt J‐K, A‐J WEBS 2 Rows at 1/3 pts E‐G 2 Rows at 1/3 pts on both side E‐F

REACTIONS (jt/size/material)F/3‐6‐0/UKN, K/0‐6‐0/UKN, G/3‐6‐0/UKN Max Down F=2831(LC No. 15‐0.6D+MWFRS 3E R), K=833(LC No. 1‐D+Lr), G=1473(LC No. 21‐D+0.75S+0.75L+0.75MWFRS 2E R) F=‐1000(LC No. 13‐0.6D+MWFRS 2E R), K=‐277(LC No. 15‐0.6D+MWFRS 3E R), G=‐2589(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD E‐F=‐5291/4300, A‐L=‐213/200, B‐L=‐334/143, B‐M=‐1180/361, M‐N=‐1188/347, C‐N=‐1633/178, C‐D=‐635/159, D‐E=‐1346/1209, J‐K=‐1044/679, A‐J=‐340/249 BOT CHORD F‐G=‐1/1, G‐H=‐1369/800, D‐H=‐1414/962, I‐J=‐1222/1772, H‐I=‐217/243 WEBS E‐G=‐3629/4456, C‐I=‐864/1401, B‐I=‐357/277, B‐J=‐1430/926 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 60.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 503 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T94

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:21 2016 Page 1 Galvanization = G60 Truss weight = 116 lbs

SCREW QTY (Total = 25 ). All Screws Are #12‐14 T/3 CHORDS A‐I:2, D‐E:2, E‐D:2, I‐A:2 WEBS C‐F:2, D‐F:2 3-5-10

4-11-3

5-2-13

3-5-10

8-4-13

13-7-10

3-0-0

A 2 2

B 2 K 325USJ073x8

12.00 12

17-3-3

12.00 12

C L

14-2-0

14-5-10

D 2

3-10-0

J G SCREW QTY CHORDS WEBS

3-5-10

4-11-3

5-2-13

3-5-10

8-4-13

13-7-10

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐H:2, G‐H:2, H‐I:2, I‐H:2 B F‐C:3, F‐D:2

LOADING (psf) SNOW, Pg 20.0 TCLL, Lr 20.0 TCDL, D 10.0 BCLL, L 0.0 BCDL, D 10.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.44 BC 0.18 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* D‐E 362 USWD 046 50, A‐J 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt I‐J, A‐I

REACTIONS (jt/size/material)E/13‐7‐10/UKN, J/13‐7‐10/UKN, G/13‐7‐10/UKN, F/13‐7‐10/UKN E=927(LC No. 6‐D+C&C U), J=256(LC No. 9‐D+0.75S+0.75L+0.75C&C D), G=689(LC No. 4‐D+Unbal.S R), F=1221(LC No. 9‐D+0.75S+0.75L+0.75C&C D) Max Down Max Uplift E=‐576(LC No. 7‐D+C&C D), J=‐111(LC No. 6‐D+C&C U), G=‐253(LC No. 6‐D+C&C U), F=‐821(LC No. 6‐D+C&C U) Max Horizontal E=‐1(LC No. 8‐D+0.75S+0.75L+0.75C&C U), J=6(LC No. 6‐D+C&C U), G=61(LC No. 6‐D+C&C U), F=‐621(LC No. 6‐D+C&C U) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐E=‐911/637, A‐B=‐196/88, B‐K=‐325/304, C‐K=‐393/236, C‐L=‐698/621, D‐L=‐629/451, I‐J=‐256/111, A‐I=‐168/69 BOT CHORD F‐G=‐1/1, E‐F=‐1/1, G‐H=‐619/224, B‐H=‐550/339, H‐I=‐90/90 WEBS D‐F=‐595/763, C‐F=‐731/431 NOTES 1) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 80 mph, C&C Method, Building Classification I, h = 25.00 ft. , Exposure Category D, Enclosed Building, I = 0.87 , Kz = 0.95 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 4.5 ft. using a top chord effective area of 59.3 sq. ft. TCDL = 5.0psf , BCDL = 5.0 psf. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 11.5 psf. Internal pressure coeff, GCpi = 0.18. 2) Bearings shall be designed to resist horizontal reactions listed above. 3) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 6.51 psf, Pg = 20.0 psf, I = 1.10, Ce = 1.1, Ct = 1.0, Cs = 0.38. 4) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T95

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:23 2016 Page 1 Galvanization = G60 Truss weight = 84 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS C‐D:3, E‐F:2, F‐E:2 WEBS D‐G:3 0-8-0

6-6-7

6-9-9

-0-8-0

6-6-7

13-4-0

E K

D 700USJD073x6

J 14 3

14-0-0

13-8-3

12.00 12

0-8-0

SCREW QTY CHORDS WEBS

C BA

F Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-6-7

6-9-9

6-6-7

13-4-0

‐G:2 C G‐D:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.23 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >736 Vert(TL) ‐0.03 F‐G >999 Horz(TL) 0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* E‐F 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 E‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)F/11‐4‐0/UKN, C/2‐0‐0/CON, G/11‐4‐0/UKN Max Down F=410(LC No. 1‐D+Lr), C=487(LC No. 1‐D+Lr), G=1278(LC No. 1‐D+Lr) Max Uplift F=‐93(LC No. 14‐0.6D+MWFRS 3E L), C=‐72(LC No. 12‐0.6D+MWFRS 2E L), G=‐323(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐H=‐1118/852, H‐I=‐635/522, D‐I=‐982/989, D‐J=‐405/111, J‐K=‐373/146, E‐K=‐240/250, E‐F=‐404/296 BOT CHORD C‐G=‐10/6, F‐G=‐1/1 WEBS D‐G=‐1265/853 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 62.4 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 548 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T96

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:25 2016 Page 1 Galvanization = G60 Truss weight = 85 lbs

SCREW QTY (Total = 39 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:3 WEBS B‐F:3, C‐F:3 1-10-0

6-3-9

-1-10-0

6-3-9

12-7-2

D J

C 15

1-10-0

BH A

2 3

G SCREW QTY WEBS

14-5-2

14-2-11

12.00 12

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 6-3-9

6-3-9

12-7-2

F‐B:4, F‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.22 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.07 A >565 Vert(TL) 0.08 A >500 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)G/2‐0‐0/CON, E/10‐7‐2/UKN, F/10‐7‐2/UKN Max Down G=601(LC No. 1‐D+Lr), E=334(LC No. 1‐D+Lr), F=1028(LC No. 1‐D+Lr) Max Uplift G=‐101(LC No. 12‐0.6D+MWFRS 2E L), E=‐90(LC No. 14‐0.6D+MWFRS 3E L), F=‐383(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐614/428, A‐B=0/164, B‐H=‐901/678, H‐I=‐895/589, C‐I=‐763/816, C‐J=‐336/204, D‐J=‐189/216, D‐E=‐327/252 BOT CHORD F‐G=‐1005/643, E‐F=‐1/1 WEBS B‐F=‐665/1041, C‐F=‐1038/630 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 67.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 559 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T97

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:28 2016 Page 1 Galvanization = G60 Truss weight = 179 lbs

SCREW QTY (Total = 72 ). All Screws Are #12‐14 T/3 CHORDS B‐M:4, G‐H:2, H‐G:3, M‐B:6 WEBS B‐L:5, C‐L:3, E‐I:4, F‐H:3, F‐I:2, H‐F:3 1-10-0

6-2-13

5-11-3

5-3-3

5-6-13

-1-9-15

6-2-13

12-2-0

17-5-3

23-0-0

G 3

3-0-0

Dropped Leg to be shipped loose installed in field

3 325USJ073x8 QF 2 H

12.00 12

4 4

12.00 12 C

1-10-0

B A 64

21-10-0

21-6-6

24-7-8

5 7

L AngleK Replace BC with 3-1/2" x 1-1/2" M x 54 mil Bent SCREW QTY CHORDS WEBS

6-2-13

5-11-3

5-3-3

5-6-13

6-2-13

12-2-0

17-5-3

23-0-0

‐J:4, H‐I:4, J‐I:4, K‐J:6 D I‐E:4, I‐F:2, L‐B:7, L‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.87 BC 0.38 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.09 H‐I >999 Vert(TL) 0.11 A >388 Horz(TL) 0.14 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐M 362 USWD 046 50, G‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐K 362 USWD 046 50, H‐J 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts H‐N, G‐H

REACTIONS (jt/size/material)M/12‐2‐0/UKN, N/0‐6‐0/UKN, K/12‐2‐0/UKN, L/12‐2‐0/UKN Max Down M=1130(LC No. 11‐0.6D+MWFRS R to L), N=826(LC No. 1‐D+Lr), K=1351(LC No. 1‐D+Lr), L=1018(LC No. 1‐D+Lr) Max Uplift M=‐22(LC No. 12‐0.6D+MWFRS 2E L), N=‐143(LC No. 11‐0.6D+MWFRS R to L), K=‐506(LC No. 14‐0.6D+MWFRS 3E L), L=‐534(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=58(LC No. 14‐0.6D+MWFRS 3E L), L=1182(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐M=‐1680/1504, A‐B=0/186, B‐O=‐2139/1471, C‐O=‐2036/2063, C‐P=‐1642/1360, D‐P=‐1495/1508, D‐E=‐974/546, E‐Q=‐1617/47, F‐Q=‐1165/62, F‐R=‐329/155, G‐R=‐151/170, H‐N=‐963/546, G‐H=‐338/241 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, J‐K=‐1655/962, D‐J=‐1456/791, I‐J=‐220/266, H‐I=‐866/1556 WEBS B‐L=‐1595/1999, C‐L=‐1005/484, E‐I=‐949/1497, F‐I=‐413/330, F‐H=‐1257/640 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 201.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T98

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:30 2016 Page 1 Galvanization = G60 Truss weight = 167 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, F‐H:3, H‐F:4, M‐A:2 WEBS B‐L:2, C‐L:2, E‐I:2, F‐I:4 3-11-13

3-8-3

5-10-3

6-1-13

2-0-0

3-11-13

7-8-0

13-6-3

19-8-0

21-8-0

3-0-0

A 2

B 325USJ073x8 2 M 2 P 2

21-4-3

3 3

12.00 12

18-4-6

18-8-0

12.00 12 CD

2 2

E 2

Dropped Leg to be shipped loose installed in field. N Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle J SCREW QTY CHORDS WEBS

3 4

2-0-0

4 5

3-11-13

3-8-3

5-10-3

6-1-13

3-11-13

7-8-0

13-6-3

19-8-0

‐K:3, J‐K:5, K‐L:3, M‐L:2 D I‐E:5, I‐F:6, L‐B:2, L‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.61 BC 0.30 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) 0.12 K‐L >744 Vert(TL) ‐0.14 K‐L >679 Horz(TL) 0.59 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* F‐H 362 USWD 046 50, A‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, K‐M 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Sheathed H‐J 6‐0‐0 on center bracing K‐M M‐N, A‐M 1 Row at midpt WEBS

REACTIONS (jt/size/material)H/12‐2‐0/UKN, N/0‐6‐0/UKN, J/12‐2‐0/UKN, I/12‐2‐0/UKN Max Down H=782(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), N=506(LC No. 1‐D+Lr), J=1229(LC No. 1‐D+Lr), I=925(LC No. 1‐D+Lr) Max Uplift H=‐232(LC No. 13‐0.6D+MWFRS 2E R), N=‐144(LC No. 10‐0.6D+MWFRS L to R), J=‐238(LC No. 15‐0.6D+MWFRS 3E R), I=‐428(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal J=60(LC No. 10‐0.6D+MWFRS L to R), I=‐883(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐H=‐1173/1006, A‐O=‐312/281, B‐O=‐204/153, B‐P=‐355/236, C‐P=‐453/149, C‐D=‐450/148, D‐E=‐1139/1022, E‐Q=‐1467/1500, F‐Q=‐1568/1042, F‐G=0/197, M‐N=‐635/407, A‐M=‐502/339 BOT CHORD I‐J=‐1/1, H‐I=‐1/1, J‐K=‐1187/704, D‐K=‐1244/748, L‐M=‐81/78, K‐L=‐223/56 WEBS F‐I=‐1195/1611, E‐I=‐889/391, C‐L=0/66, B‐L=‐144/25 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 152.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T99

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:32 2016 Page 1 Galvanization = G60 Truss weight = 161 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, F‐G:4, G‐F:5, L‐A:2 WEBS B‐K:2, C‐K:2, E‐H:2, F‐H:3 3-11-13

3-8-3

5-10-3

6-1-13

3-11-13

7-8-0

13-6-3

19-8-0

3-0-0

A 2 2 2 B 325USJ073x8 2 L 2 N

2 2

21-4-3

3 3

12.00 12

18-4-6

18-8-0

12.00 12

E 2

Dropped Leg to be shipped loose installed in field.5

4 5

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle I SCREW QTY CHORDS WEBS

2-0-0

3-11-13

3-8-3

5-10-3

6-1-13

3-11-13

7-8-0

13-6-3

19-8-0

‐J:3, I‐J:5, J‐K:3, L‐K:2 D H‐E:5, H‐F:5, K‐B:2, K‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.61 BC 0.30 WB 0.49

DEFL (in) (loc) l/defl Vert(LL) 0.13 J‐K >734 Vert(TL) ‐0.14 J‐K >678 Horz(TL) 0.60 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐L 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Sheathed G‐I 6‐0‐0 on center bracing J‐L L‐M, A‐L 1 Row at midpt WEBS

REACTIONS (jt/size/material)G/12‐2‐0/UKN, M/0‐6‐0/UKN, I/12‐2‐0/UKN, H/12‐2‐0/UKN Max Down G=802(LC No. 15‐0.6D+MWFRS 3E R), M=508(LC No. 1‐D+Lr), I=1212(LC No. 1‐D+Lr), H=998(LC No. 1‐D+Lr) Max Uplift G=‐250(LC No. 13‐0.6D+MWFRS 2E R), M=‐145(LC No. 10‐0.6D+MWFRS L to R), I=‐222(LC No. 15‐0.6D+MWFRS 3E R), H=‐450(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=60(LC No. 10‐0.6D+MWFRS L to R), H=‐706(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐1410/1091, A‐B=‐285/297, B‐N=‐359/237, C‐N=‐455/150, C‐D=‐453/149, D‐E=‐1120/1020, E‐F=‐1503/1496, L‐M=‐635/411, A‐L=‐502/341 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐1170/673, D‐J=‐1236/714, K‐L=‐82/78, J‐K=‐222/55 WEBS F‐H=‐1194/1371, E‐H=‐912/545, C‐K=0/66, B‐K=‐143/25 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 125.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T100

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:25 2016 Page 1 Galvanization = G60 Truss weight = 79 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:2, E‐C:3, G‐A:2 WEBS B‐F:3, C‐F:3 5-10-8

5-10-8

1-8-10

5-10-8

11-9-0

13-5-10

A 2

12.00 12 13-3-3

BH 3

2 3

Replace BC with 3-1/2" x 1-1/2" G x 54 mil BentFAngle SCREW QTY WEBS

1-8-10

5-10-8

11-9-0

F‐B:5, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.18 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.06 D >600 Vert(TL) 0.07 D >537 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐G

REACTIONS (jt/size/material)G/9‐9‐0/UKN, E/2‐0‐0/CON, F/9‐9‐0/UKN Max Down G=354(LC No. 1‐D+Lr), E=639(LC No. 1‐D+Lr), F=1086(LC No. 1‐D+Lr) G=‐101(LC No. 15‐0.6D+MWFRS 3E R), E=‐108(LC No. 13‐0.6D+MWFRS 2E R), F=‐399(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐347/269, A‐B=‐357/201, B‐H=‐833/869, H‐I=‐840/862, C‐I=‐978/576, C‐D=0/175, C‐E=‐663/457 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS B‐F=‐1102/698, C‐F=‐709/1128 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 58.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 596 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T101

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:28 2016 Page 1 Galvanization = G60 Truss weight = 79 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:2, E‐C:3, G‐A:2 WEBS B‐F:3, C‐F:3 5-9-13

5-9-13

1-10-0

5-9-13

11-7-10

13-5-10

A 2

12.00 12 13-3-3

BH 3

2 3

Replace BC with 3-1/2" x 1-1/2" G x 54 mil BentFAngle SCREW QTY WEBS

1-10-0

5-9-13

11-7-10

F‐B:5, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.73 BC 0.18 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.08 D >545 Vert(TL) 0.08 D >537 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐G

REACTIONS (jt/size/material)G/9‐7‐10/UKN, E/2‐0‐0/CON, F/9‐7‐10/UKN Max Down G=352(LC No. 1‐D+Lr), E=659(LC No. 1‐D+Lr), F=1066(LC No. 1‐D+Lr) G=‐101(LC No. 15‐0.6D+MWFRS 3E R), E=‐110(LC No. 13‐0.6D+MWFRS 2E R), F=‐403(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐345/269, A‐B=‐355/200, B‐H=‐816/859, H‐I=‐824/851, C‐I=‐960/567, C‐D=0/186, C‐E=‐668/461 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS B‐F=‐1087/677, C‐F=‐706/1141 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 58.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 602 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T103

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:30 2016 Page 1 Galvanization = G60 Truss weight = 96 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐G:3, C‐E:3, E‐C:4, G‐A:4 WEBS A‐F:3, B‐F:2 5-5-13

5-5-13

3-11-15

5-5-13

10-11-10

14-11-10

D 9.00 12

J C I

16-3-8

H 2

13-6-0

A 3

5-3-4

G SCREW QTY WEBS

EReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 5-5-13

5-5-13

10-11-10

F‐A:4, F‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.16 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.28 D >330 Vert(TL) ‐0.33 D >278 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)G/10‐11‐10/UKN, E/10‐11‐10/UKN, E/10‐11‐10/UKN, F/10‐11‐10/UKN G=569(LC No. 14‐0.6D+MWFRS 3E L), E=1143(LC No. 1‐D+Lr), E=1143(LC No. 1‐D+Lr), F=754(LC No. 1‐D+Lr) Max Down Max Uplift G=‐162(LC No. 12‐0.6D+MWFRS 2E L), E=‐103(LC No. 11‐0.6D+MWFRS R to L), F=‐487(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐1125/514, A‐B=‐747/534, B‐H=‐573/93, H‐I=‐501/165, C‐I=‐458/325, C‐J=‐337/0, D‐J=‐238/0, C‐E=‐1103/618 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS A‐F=‐642/1079, B‐F=‐767/293 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 71.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 370 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T104

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:33 2016 Page 1 Galvanization = G60 Truss weight = 52 lbs

SCREW QTY (Total = 42 ). All Screws Are #12‐14 T/3 CHORDS A‐I:2, B‐A:2, B‐C:2, D‐C:2, I‐A:3 WEBS A‐H:2, C‐G:2

12.00 12

2-9-1

4-0-7

4-0-14

0-8-0

2-9-1

6-9-8

10-10-6

11-6-6

325USJ073x6 B 2

A 2

C 2

700USJ073x4

6-0-4

8-6-13

3 12

Replace BC with 3-1/2" x 1-1/2" I x 54 milHBent Angle

SCREW QTY CHORDS WEBS

F D E

0-8-0

2 3

2-9-1

4-0-7

4-0-14

2-9-1

6-9-8

10-10-6

‐G:12 D G‐C:3, H‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.11 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.01 F >999 Vert(TL) 0.01 F >988 Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐I 25 USW 057 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)I/8‐10‐6/UKN, D/2‐0‐0/CON, H/8‐10‐6/UKN, G/8‐10‐6/UKN Max Down I=836(LC No. 1‐D+Lr), D=555(LC No. 1‐D+Lr), H=25(LC No. 10‐0.6D+MWFRS L to R), G=748(LC No. 3‐D+Unbal.Lr R) H=‐381(LC No. 1‐D+Lr), G=‐214(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal H=201(LC No. 1‐D+Lr), G=‐303(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐I=‐818/70, A‐B=‐374/107, B‐C=‐520/89, C‐D=‐488/285, D‐E=0/65, E‐F=0/54 BOT CHORD H‐I=‐1/1, G‐H=0/0, D‐G=‐250/521 WEBS A‐H=‐31/493, C‐G=‐767/552 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.9 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T106

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:35 2016 Page 1 Galvanization = G60 Truss weight = 82 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, E‐D:2, E‐F:2, F‐G:2, G‐F:2 WEBS D‐H:2, D‐I:2, E‐H:2 0-8-0

5-2-3

5-1-11

0-5-10

-0-8-0

5-2-3

10-3-14

10-9-8

325USJD073x6 EF 2

2 2

0-8-0

700USJD073x4

C A B

10-6-4

10-9-6

12.00 12

2 2

HG Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

SCREW QTY CHORDS WEBS

2 2

5-2-3

5-1-11

0-5-10

5-2-3

10-3-14

10-9-8

‐I:2 C H‐D:2, H‐E:2, I‐D:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.63 BC 0.34 WB 0.27

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >544 Vert(TL) 0.03 A >531 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/10‐9‐8/UKN, C/10‐9‐8/UKN, I/10‐9‐8/UKN Max Down G=446(LC No. 1‐D+Lr), C=514(LC No. 2‐D+Unbal.Lr L), I=835(LC No. 1‐D+Lr) G=‐158(LC No. 14‐0.6D+MWFRS 3E L), I=‐83(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift Max Horizontal G=‐325(LC No. 1‐D+Lr), C=348(LC No. 14‐0.6D+MWFRS 3E L), I=222(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐548/475, D‐E=‐311/158, E‐F=‐4/12, F‐G=‐22/13 BOT CHORD C‐I=‐4/3, H‐I=‐282/155, G‐H=‐574/457 WEBS E‐H=‐305/203, D‐I=‐672/291, D‐H=‐304/328 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 44.8 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T107

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:38 2016 Page 1 Galvanization = G60 Truss weight = 172 lbs

SCREW QTY (Total = 77 ). All Screws Are #12‐14 T/3 CHORDS A‐M:6, G‐H:2, H‐G:3, M‐A:9 WEBS A‐L:5, B‐L:2, D‐I:4, E‐I:2, F‐H:3, H‐F:3 5-2-13

4-11-3

5-3-3

5-6-13

5-2-13

10-2-0

15-5-3

21-0-0

12.00 12

3 34

3-0-0

Dropped Leg to be shipped loose installed in field

F 3 325USJ073x8 RE 2 H 2

4 4

12.00 12

21-10-0

21-6-6

24-7-8

3-10-0

A 5 6 9

7 7

Replace BC with 3-1/2" x 1-1/2" xM54 mil Bent Angle L K SCREW QTY CHORDS WEBS

5-2-13

4-11-3

5-3-3

5-6-13

5-2-13

10-2-0

15-5-3

21-0-0

‐J:4, H‐I:4, J‐I:4, K‐J:6 C I‐D:4, I‐E:2, L‐A:7, L‐B:7

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.37 WB 0.69

DEFL (in) (loc) l/defl Vert(LL) 0.09 H‐I >999 Vert(TL) ‐0.11 H‐I >999 Horz(TL) 0.15 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐M 362 USWD 046 50, G‐N 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐K 362 USWD 046 50, H‐J 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G

BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts H‐N, G‐H

REACTIONS (jt/size/material)M/10‐2‐0/UKN, N/0‐6‐0/UKN, K/10‐2‐0/UKN, L/10‐2‐0/UKN Max Down M=1550(LC No. 14‐0.6D+MWFRS 3E L), N=830(LC No. 1‐D+Lr), K=1284(LC No. 1‐D+Lr), L=872(LC No. 1‐D+Lr) Max Uplift M=‐92(LC No. 12‐0.6D+MWFRS 2E L), N=‐144(LC No. 14‐0.6D+MWFRS 3E L), K=‐505(LC No. 14‐0.6D+MWFRS 3E L), L=‐907(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=58(LC No. 14‐0.6D+MWFRS 3E L), L=955(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐2511/2128, A‐B=‐1970/1922, B‐O=‐1584/1352, O‐P=‐1560/1376, C‐P=‐1462/1474, C‐D=‐974/545, D‐Q=‐1602/0, Q‐R=‐1385/43, E‐R=‐1149/57, E‐F=‐1346/289, F‐S=‐314/154, G‐S=‐159/157, H‐N=‐967/550, G‐H=‐321/232 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, J‐K=‐1600/912, C‐J=‐1403/743, I‐J=‐217/266, H‐I=‐863/1532 WEBS A‐L=‐1751/1964, B‐L=‐827/546, D‐I=‐944/1476, E‐I=‐403/327, F‐H=‐1224/631 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 142.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T108

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:41 2016 Page 1 Galvanization = G60 Truss weight = 156 lbs

SCREW QTY (Total = 56 ). All Screws Are #12‐14 T/3 CHORDS A‐K:5, E‐F:2, F‐E:2, K‐A:7 WEBS A‐J:4, B‐J:2, C‐G:2, D‐G:2 5-2-13

4-11-3

3-7-3

3-10-13

5-2-13

10-2-0

13-9-3

17-8-0

E 2

Dropped Leg to be shipped loose installed in field

2 D 325USJ073x8 2 2 F OP

12.00 12

2 2

3 4

12.00 12

18-6-0

N BM

18-2-6

21-2-3

3-0-0

3-10-0

A 4 5 7

Replace BC with 3-1/2" x 1-1/2" xK 54 mil Bent J Angle I SCREW QTY CHORDS WEBS

5-2-13

4-11-3

3-7-3

3-10-13

5-2-13

10-2-0

13-9-3

17-8-0

‐H:3, F‐G:2, H‐G:4, I‐H:5 C G‐C:2, G‐D:2, J‐A:6, J‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.43 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.10 G‐H >867 Vert(TL) ‐0.12 G >729 Horz(TL) ‐0.59 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Sheathed I‐K 6‐0‐0 on center bracing F‐H F‐L, E‐F 1 Row at midpt WEBS

REACTIONS (jt/size/material)K/10‐2‐0/UKN, L/0‐6‐0/UKN, I/10‐2‐0/UKN, J/10‐2‐0/UKN Max Down K=1280(LC No. 14‐0.6D+MWFRS 3E L), L=499(LC No. 1‐D+Lr), I=1153(LC No. 1‐D+Lr), J=802(LC No. 1‐D+Lr) Max Uplift K=‐68(LC No. 12‐0.6D+MWFRS 2E L), L=‐68(LC No. 14‐0.6D+MWFRS 3E L), I=‐437(LC No. 14‐0.6D+MWFRS 3E L), J=‐794(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal I=62(LC No. 10‐0.6D+MWFRS L to R), J=806(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐2069/1694, A‐B=‐1617/1574, B‐M=‐1279/1065, M‐N=‐1272/1073, C‐N=‐1158/1187, C‐O=‐510/197, O‐P=‐455/247, D‐P=‐297/292, D‐E=‐240/262, F‐L=‐566/324, E‐F=‐448/272 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1419/864, C‐H=‐1142/644, G‐H=‐289/294, F‐G=‐66/69 WEBS D‐G=‐125/173, C‐G=‐281/303, B‐J=‐739/479, A‐J=‐1459/1666 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 100.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T110

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:46 2016 Page 1 Galvanization = G60 Truss weight = 98 lbs

SCREW QTY (Total = 100 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:5, D‐C:7, F‐A:2 WEBS B‐E:2, C‐E:4 4-2-14

4-2-14

8-5-11

12.00 12

B 2

18-9-12

C 4 19

9 6

10-6-8

Replace BC with 3-1/2" x 1-1/2" Fx 54 mil EBent Angle D SCREW QTY WEBS

0-3-0

3-11-14

4-2-14

0-3-0

4-2-14

8-5-11

E‐B:9, E‐C:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.61 BC 0.14 WB 0.46

DEFL (in) (loc) l/defl Vert(LL) 0.01 D‐E >999 Vert(TL) 0.01 D‐E >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc C‐D Attach to back of member over entire available length w/3 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 B‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 C‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)F/8‐5‐11/UKN, F/8‐5‐11/UKN, D/8‐5‐11/UKN, E/8‐5‐11/UKN Max Down F=249(LC No. 1‐D+Lr), F=249(LC No. 1‐D+Lr), D=984(LC No. 14‐0.6D+MWFRS 3E L), E=811(LC No. 1‐D+Lr) Max Uplift F=‐125(LC No. 14‐0.6D+MWFRS 3E L), D=‐503(LC No. 12‐0.6D+MWFRS 2E L), E=‐1183(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐256/200, A‐B=‐261/150, B‐C=‐672/633, C‐D=‐2096/1522 BOT CHORD E‐F=‐1/1, D‐E=‐1/1 WEBS B‐E=‐803/602, C‐E=‐1370/1771 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 32.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 313 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T111

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:48 2016 Page 1 Galvanization = G60 Truss weight = 55 lbs

SCREW QTY (Total = 19 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:2, E‐C:2, G‐A:2 WEBS B‐F:2, C‐F:2

3-10-8

1-8-10

3-10-8

7-9-0

9-5-10

12.00 12

9-3-3

B 2

C 2

Replace BC with 3-1/2" x 1-1/2" G x 54 mil Bent F Angle SCREW QTY WEBS

3-10-8

7-9-0

1-8-10

F‐B:4, F‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.08 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) 0.07 D >526 Vert(TL) 0.06 D >658 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/5‐9‐0/UKN, E/2‐0‐0/CON, F/5‐9‐0/UKN Max Down G=239(LC No. 1‐D+Lr), E=545(LC No. 1‐D+Lr), F=655(LC No. 1‐D+Lr) G=‐76(LC No. 14‐0.6D+MWFRS 3E L), E=‐80(LC No. 12‐0.6D+MWFRS 2E L), F=‐286(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐235/200, A‐B=‐244/137, B‐C=‐611/562, C‐D=0/178, C‐E=‐517/336 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS C‐F=‐492/907, B‐F=‐700/395 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 36.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 446 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T112

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:50 2016 Page 1 Galvanization = G60 Truss weight = 55 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:2, E‐C:2, G‐A:2 WEBS B‐F:2, C‐F:2

3-9-13

1-10-0

3-9-13

7-7-10

9-5-10

12.00 12

9-3-3

B 2

C 2

Replace BC with 3-1/2" x 1-1/2" G x 54 mil Bent F Angle SCREW QTY WEBS

3-9-13

7-7-10

1-10-0

F‐B:4, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.59 BC 0.08 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) 0.10 D >434 Vert(TL) 0.08 D >552 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/5‐7‐10/UKN, E/2‐0‐0/CON, F/5‐7‐10/UKN Max Down G=238(LC No. 1‐D+Lr), E=569(LC No. 1‐D+Lr), F=631(LC No. 1‐D+Lr) G=‐77(LC No. 14‐0.6D+MWFRS 3E L), E=‐81(LC No. 12‐0.6D+MWFRS 2E L), F=‐289(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐233/201, A‐B=‐242/135, B‐C=‐587/551, C‐D=0/190, C‐E=‐541/340 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS B‐F=‐685/363, C‐F=‐492/927 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 36.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 452 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T113

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:53 2016 Page 1 Galvanization = G60 Truss weight = 35 lbs

SCREW QTY (Total = 13 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐B:2, G‐A:2 WEBS B‐F:2

1-11-12

1-9-4

1-9-11

0-8-0

1-11-12

3-9-0

5-6-5

7-4-0

8-0-0

7-9-8

12.00 12

700USJ073x4 B 2

3 2

C E D

0-7-3

2 2

Replace BC with 3-1/2" x 1-1/2" G x 54 mil BentFAngle

SCREW QTY CHORDS WEBS

2-8-0

1-1-0

3-7-0

2-8-0

3-9-0

7-4-0

‐F:2 C F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.20

DEFL (in) (loc) l/defl Vert(LL) 0.01 E >999 Vert(TL) ‐0.01 E >999 Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐G 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50 OTHERS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/0‐2‐15/UKN, G/0‐2‐15/UKN, C/2‐0‐0/CON, F/5‐4‐0/UKN Max Down G=334(LC No. 1‐D+Lr), G=334(LC No. 1‐D+Lr), C=423(LC No. 1‐D+Lr), F=489(LC No. 1‐D+Lr) G=‐92(LC No. 14‐0.6D+MWFRS 3E L), F=‐148(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐352/272, A‐B=‐343/205, B‐C=‐411/189, C‐D=0/67, D‐E=0/56 BOT CHORD F‐G=‐1/1, C‐F=‐51/380 WEBS B‐F=‐646/477 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 31.2 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 332 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T114

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:56 2016 Page 1 Galvanization = G60 Truss weight = 35 lbs

SCREW QTY (Total = 17 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, B‐A:2, B‐C:2, C‐B:2, G‐A:2 WEBS B‐F:2

2-0-0

5-4-0

0-8-0

2-0-0

7-4-0

8-0-0

325USJ073x8 B 2

2 2

6-0-0

12.00 12

700USJ073x4

3 2

C D E

0-8-0

2 2

Replace BC with 3-1/2" x 1-1/2" x 54Fmil Bent Angle G

SCREW QTY CHORDS WEBS

2-0-0

0-8-0

1-11-12

2-8-4

2-0-0

2-8-0

4-7-12

7-4-0

‐F:2 C F‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.74 BC 0.17 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) ‐0.07 E >183 Vert(TL) 0.07 E >183 Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐G 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/0‐2‐15/UKN, G/0‐2‐15/UKN, C/2‐0‐0/CON, F/5‐4‐0/UKN Max Down G=123(LC No. 1‐D+Lr), G=123(LC No. 1‐D+Lr), C=515(LC No. 1‐D+Lr), F=608(LC No. 1‐D+Lr) G=‐39(LC No. 12‐0.6D+MWFRS 2E L), F=‐132(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐133/66, A‐B=‐10/8, B‐C=‐314/249, C‐D=0/67, D‐E=0/56 BOT CHORD F‐G=‐1/1, C‐F=‐329/526 WEBS B‐F=‐526/395 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 31.2 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 263 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T115

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:03:59 2016 Page 1 Galvanization = G60 Truss weight = 36 lbs

SCREW QTY (Total = 17 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:2, D‐C:2, F‐A:2 WEBS B‐D:2, B‐E:2

1-11-12

1-9-4

1-9-11

1-11-12

3-9-0

5-6-5

7-4-0

7-9-8

12.00 12

B 2 2

C 2

2 2

Replace BC with 3-1/2" x 1-1/2"F x 54 mil Bent Angle E SCREW QTY WEBS

0-8-0

2-8-0

1-1-0

3-7-0

2-8-0

3-9-0

7-4-0

D‐B:2, E‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.67 BC 0.09 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) 0.00 E‐F >999 Vert(TL) ‐0.00 E‐F >999 Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐F 25 USW 046 50, C‐D 30 USW 057 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/0‐2‐15/UKN, F/0‐2‐15/UKN, D/2‐0‐0/CON, E/5‐4‐0/UKN Max Down F=336(LC No. 1‐D+Lr), F=336(LC No. 1‐D+Lr), D=316(LC No. 1‐D+Lr), E=485(LC No. 1‐D+Lr) F=‐92(LC No. 14‐0.6D+MWFRS 3E L), D=‐3(LC No. 12‐0.6D+MWFRS 2E L), E=‐157(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐356/275, A‐B=‐348/207, B‐C=‐72/253, C‐D=‐124/155 BOT CHORD E‐F=‐1/1, D‐E=‐11/332 WEBS B‐E=‐668/562, B‐D=‐536/18 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 273 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T116

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:02 2016 Page 1 Galvanization = G60 Truss weight = 34 lbs

SCREW QTY (Total = 18 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS C‐E:2, C‐F:2 1-0-14

3-7-12

-1-0-14

3-7-12

7-3-8

D 2

8.49 12

5-9-9

5-11-0

C 2

0-9-2

A 2

SCREW QTY WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 3-7-12

1-4-9

2-3-3

3-7-12

5-0-5

7-3-8

E‐C:3, F‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.28 BC 0.10 WB 0.29

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 30 USW 046 50, D‐E 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* C‐E 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐8‐7/CON, E/4‐6‐6/UKN, F/4‐6‐6/UKN G=399(LC No. 1‐D+Lr), E=218(LC No. 1‐D+Lr), F=665(LC No. 1‐D+Lr) Max Down Max Uplift G=‐153(LC No. 14‐0.6D+MWFRS 3E L), E=‐258(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐373/339, A‐B=0/90, B‐C=‐127/294, C‐D=‐171/87, D‐E=‐192/112 BOT CHORD F‐G=‐504/307, E‐F=‐503/306 C‐F=‐577/0, C‐E=‐405/668 WEBS NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 32.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 261 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T117

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:04 2016 Page 1 Galvanization = G60 Truss weight = 32 lbs

SCREW QTY (Total = 18 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS C‐E:2, C‐F:2 0-11-5

3-7-12

-0-11-5

3-7-12

7-3-8

D 2

8.49 12

5-8-7

5-9-14

0-8-0

2 3

A 2

SCREW QTY WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 3-7-12

3-7-12

7-3-8

E‐C:3, F‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.29 BC 0.10 WB 0.31

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 30 USW 046 50, D‐E 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐8‐7/CON, E/4‐5‐9/UKN, F/4‐5‐9/UKN Max Down G=374(LC No. 1‐D+Lr), E=217(LC No. 1‐D+Lr), F=673(LC No. 1‐D+Lr) G=‐136(LC No. 14‐0.6D+MWFRS 3E L), E=‐246(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐348/309, A‐B=0/80, B‐C=‐123/274, C‐D=‐175/89, D‐E=‐191/114 BOT CHORD F‐G=‐496/310, E‐F=‐496/309 WEBS C‐F=‐585/0, C‐E=‐405/649 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 32.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 255 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T119

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:07 2016 Page 1 Galvanization = G60 Truss weight = 77 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS A‐E:3, B‐D:3, D‐B:5, E‐A:4 WEBS A‐D:3 6-11-10

3-11-15

6-11-10

10-11-10

9.00 12

16-3-8

A 13-6-0

8-3-4

4 5

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E 6-11-10 6-11-10

SCREW QTY WEBS

D‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.29 WB 0.40

DEFL (in) (loc) l/defl Vert(LL) 0.25 C >376 Vert(TL) ‐0.27 C >348 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐D

REACTIONS (jt/size/material)E/6‐11‐10/UKN, D/6‐11‐10/UKN, D/6‐11‐10/UKN Max Down E=539(LC No. 14‐0.6D+MWFRS 3E L), D=1263(LC No. 1‐D+Lr), D=1263(LC No. 1‐D+Lr) E=‐164(LC No. 12‐0.6D+MWFRS 2E L), D=‐571(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐1021/191, A‐B=‐552/378, B‐C=‐337/0, B‐D=‐1197/724 BOT CHORD D‐E=‐1/1 WEBS A‐D=‐468/965 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 42.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 305 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T121

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:12 2016 Page 1 Galvanization = G60 Truss weight = 19 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 3-2-8

3-2-8

6-5-0

325USJ073x6 B 2

3-4-0

12.00 12

30USW046x6

SCREW QTY CHORDS

A 2

2 2

1-9-8

1-5-0

1-9-8

3-2-8

4-7-8

6-5-0

0-4-0

30USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27 BC 0.15 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/6‐5‐0/UKN, C/6‐5‐0/UKN Max Down A=497(LC No. 1‐D+Lr), C=497(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐434/116, B‐C=‐434/116 BOT CHORD A‐C=‐13/225 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 24.8 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 139 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T122

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:14 2016 Page 1 Galvanization = G60 Truss weight = 26 lbs

SCREW QTY (Total = 21 ). All Screws Are #12‐14 T/3 CHORDS B‐C:2, D‐E:2, E‐D:2 WEBS C‐F:2 0-10-15

1-4-8

5-0-1

-0-10-15

1-4-8

6-4-9

D 2

8.49 12

5-0-7

5-1-14

525USJ073x4 C 0-6-14

SCREW QTY CHORDS WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-0-3

1-4-5

3-2-14

1-9-4

0-0-3

1-4-8

4-7-5

6-4-9

‐F:6 B F‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.49 BC 0.38 WB 0.17

DEFL (in) (loc) l/defl Vert(LL) 0.10 A >204 Vert(TL) 0.10 A >199 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 30 USW 057 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 057 50 *Except* C‐F 25 USW 046 50 OTHERS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/3‐6‐7/UKN, F/2‐8‐10/CON Max Down E=317(LC No. 1‐D+Lr), F=800(LC No. 1‐D+Lr) E=‐73(LC No. 14‐0.6D+MWFRS 3E L), F=‐41(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/67, B‐C=‐388/320, C‐D=‐235/152, D‐E=‐321/200 BOT CHORD B‐G=‐248/404, F‐G=‐250/401, E‐F=‐1/1 WEBS C‐F=‐698/247 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 204 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T123

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:17 2016 Page 1 Galvanization = G60 Truss weight = 31 lbs

SCREW QTY (Total = 19 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS B‐F:2, C‐F:2 2-2-7

1-5-10

4-10-10

-2-2-7

1-5-10

6-4-3

D 2

6-0-9

5-11-2

8.49 12

C 2

1-6-11

B 2 2

G SCREW QTY WEBS

0-0-15

1-4-11

4-10-10

0-0-15

1-5-10

6-4-3

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F‐B:3, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.62 BC 0.12 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) 0.13 A >411 Vert(TL) ‐0.10 A >502 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 30 USW 046 50, D‐E 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐F 25 USW 046 50, C‐F 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐9‐6/UKN, E/3‐5‐5/UKN, F/2‐9‐6/UKN G=444(LC No. 1‐D+Lr), E=313(LC No. 1‐D+Lr), F=534(LC No. 1‐D+Lr) Max Down Max Uplift G=‐160(LC No. 12‐0.6D+MWFRS 2E L), E=‐49(LC No. 14‐0.6D+MWFRS 3E L), F=‐220(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐464/418, A‐B=0/186, B‐C=‐258/373, C‐D=‐228/131, D‐E=‐276/170 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS B‐F=‐379/813, C‐F=‐572/46 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 33.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 309 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T124

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:19 2016 Page 1 Galvanization = G60 Truss weight = 17 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 2-10-8

2-10-8

5-9-0

325USJ073x6 B 2

3-0-0

12.00 12

30USW046x6

SCREW QTY CHORDS

A 2

2 2

1-7-8

1-3-0

1-7-8

2-10-8

4-1-8

5-9-0

0-4-0

30USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.21 BC 0.12 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/5‐9‐0/UKN, C/5‐9‐0/UKN Max Down A=443(LC No. 1‐D+Lr), C=443(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐387/104, B‐C=‐387/104 BOT CHORD A‐C=‐11/202 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 22.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 124 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T125

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:21 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:2, D‐A:2 WEBS A‐C:2 5-4-6 5-4-6

B 2

7-4-6

7-1-14

12.00 12

A 2-0-0

2 2

D SCREW QTY WEBS

0-3-0

5-1-6

0-3-0

5-4-6

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.23 WB 0.32

DEFL (in) (loc) l/defl Vert(LL) 0.05 C‐D >999 Vert(TL) 0.04 C‐D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐D 30 USW 046 50, B‐C 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* A‐C 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)D/5‐4‐6/UKN, D/5‐4‐6/UKN, C/5‐4‐6/UKN D=409(LC No. 1‐D+Lr), D=409(LC No. 1‐D+Lr), C=409(LC No. 1‐D+Lr) Max Down Max Uplift D=‐39(LC No. 12‐0.6D+MWFRS 2E L), C=‐269(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐358/22, A‐B=‐302/243, B‐C=‐417/329 BOT CHORD C‐D=‐1/1 WEBS A‐C=‐341/447 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 198 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T128

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:23 2016 Page 1 Galvanization = G60 Truss weight = 34 lbs

SCREW QTY (Total = 13 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:3 WEBS B‐D:2 2-7-2

4-10-11

-2-7-1

4-10-11

C 2

8.49 12

5-2-1

5-3-8

1-10-0

A E

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-10-11 4-10-11

SCREW QTY WEBS

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.13 WB 0.06

DEFL (in) (loc) l/defl Vert(LL) 0.23 A >267 Vert(TL) 0.17 A >355 Horz(TL) ‐0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐E 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐8‐7/CON, D/2‐1‐12/UKN Max Down E=847(LC No. 1‐D+Lr), D=259(LC No. 1‐D+Lr) E=‐66(LC No. 14‐0.6D+MWFRS 3E L), D=‐87(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐802/225, A‐B=0/215, B‐C=‐250/130, C‐D=‐272/65 BOT CHORD D‐E=‐440/172 WEBS B‐D=‐216/555 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 29.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 292 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T129

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:26 2016 Page 1 Galvanization = G60 Truss weight = 20 lbs

SCREW QTY (Total = 8 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, D‐E:2, E‐D:2 0-8-0

4-8-0

-0-8-0

4-8-0

D 2

5-4-0

5-1-8

12.00 12

0-8-0

700USJ073x4

C B

2 2 2

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

SCREW QTY CHORDS

3-4-0

1-4-0

3-4-0

4-8-0

C‐E:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.55 BC 0.14 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) ‐0.05 A >299 Vert(TL) 0.04 A >302 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐8‐0/UKN, C/2‐0‐0/CON Max Down E=355(LC No. 1‐D+Lr), C=465(LC No. 1‐D+Lr) Max Uplift E=‐88(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐303/214, D‐E=‐366/279 BOT CHORD C‐E=‐5/5 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.5 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 228 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T130

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:31 2016 Page 1 Galvanization = G60 Truss weight = 17 lbs

SCREW QTY (Total = 8 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, D‐E:2, E‐D:2 0-10-15

4-5-15

-0-10-15

4-5-15

D 2

3-9-14

3-8-7

8.49 12

0-7-12

700USJ073x4

C B

2 2

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-5-15 4-5-15

SCREW QTY CHORDS

C‐E:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.43 BC 0.13 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) ‐0.03 A >612 Vert(TL) 0.04 A >460 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐9‐8/UKN, C/2‐8‐7/CON Max Down E=336(LC No. 1‐D+Lr), C=501(LC No. 1‐D+Lr) Max Uplift E=‐41(LC No. 14‐0.6D+MWFRS 3E L), C=‐24(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/67, B‐C=0/78, C‐D=‐207/147, D‐E=‐308/176 BOT CHORD C‐E=‐5/5 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.9 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 176 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T131

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:34 2016 Page 1 Galvanization = G60 Truss weight = 61 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:4, D‐A:4 WEBS B‐D:2 4-5-11 4-5-11

12.00 12

B 2

10-6-8

14-9-12

4 4

Replace BC with 3-1/2" x 1-1/2"Dx 54 mil Bent C Angle SCREW QTY WEBS

0-3-0

4-2-11

0-3-0

4-5-11

D‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.87 BC 0.14 WB 0.68

DEFL (in) (loc) l/defl Vert(LL) 0.02 C‐D >999 Vert(TL) 0.01 C‐D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/4‐5‐11/UKN, D/4‐5‐11/UKN, C/4‐5‐11/UKN Max Down D=351(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), D=334(LC No. 1‐D+Lr), C=427(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R) Max Uplift D=‐560(LC No. 14‐0.6D+MWFRS 3E L), C=‐205(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐342/273, A‐B=‐249/199, B‐C=‐942/583 BOT CHORD C‐D=‐1/1 WEBS B‐D=‐710/935 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 16.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 161 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T132

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:36 2016 Page 1 Galvanization = G60 Truss weight = 19 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐F:2, C‐D:2, D‐C:2, F‐B:2 WEBS B‐E:2 0-11-11

4-1-5

-0-11-11

4-1-5

C 2

8.49 12

3-5-12

3-7-2

0-8-4

2 2 2

A 2

SCREW QTY WEBS

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E 2-0-11

1-4-14

0-7-13

2-0-11

3-5-9

4-1-5

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.33 BC 0.03 WB 0.05

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >999 Vert(TL) 0.03 A >791 Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐F 30 USW 057 50, C‐D 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/2‐8‐7/UKN, D/1‐3‐9/UKN, E/2‐8‐7/UKN Max Down F=446(LC No. 1‐D+Lr), D=269(LC No. 1‐D+Lr), E=49(LC No. 4‐D+S) D=‐30(LC No. 14‐0.6D+MWFRS 3E L), E=‐44(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐F=‐433/59, A‐B=0/82, B‐C=‐179/127, C‐D=‐268/147 BOT CHORD E‐F=‐1/1, D‐E=‐1/1 WEBS B‐E=‐178/338 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 19.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 168 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T133

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:38 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

3-9-0

1-8-10

3-9-0

5-5-10

5-3-3

12.00 12

B 2

1-8-10

Replace BC with 3-1/2" x 1-1/2" E x 54 mil Bent Angle D 3-9-0 3-9-0

SCREW QTY WEBS

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.08 WB 0.05

DEFL (in) (loc) l/defl Vert(LL) 0.06 C >597 Vert(TL) 0.06 C >699 Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐9‐0/UKN, D/2‐0‐0/CON Max Down E=212(LC No. 1‐D+Lr), D=587(LC No. 1‐D+Lr) E=‐139(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐261/104, A‐B=‐215/152, B‐C=0/178, B‐D=‐552/0 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐237/593 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 293 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T134

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:40 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

3-7-10

1-10-0

3-7-10

5-5-10

5-3-3

12.00 12

B 2

1-10-0

Replace BC with 3-1/2" x 1-1/2" E x 54 mil Bent Angle D 3-7-10 3-7-10

SCREW QTY WEBS

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.07 WB 0.06

DEFL (in) (loc) l/defl Vert(LL) 0.09 C >469 Vert(TL) 0.07 C >571 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/3‐7‐10/UKN, D/3‐7‐10/UKN, D/3‐7‐10/UKN Max Down E=193(LC No. 1‐D+Lr), D=604(LC No. 1‐D+Lr), D=604(LC No. 1‐D+Lr) E=‐143(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐249/76, A‐B=‐217/145, B‐C=0/190, B‐D=‐571/0 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐233/613 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 298 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T135

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:43 2016 Page 1 Galvanization = G60 Truss weight = 14 lbs

SCREW QTY (Total = 8 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, D‐E:2, E‐D:2 0-8-4

3-1-0

-0-8-4

3-1-0

D 2

3-9-4

3-6-13

12.00 12

0-8-4

700USJ073x4

C B A

2 2 2

SCREW QTY CHORDS

2-6-8

0-6-8

2-6-8

3-1-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

C‐E:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.24 BC 0.06 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) ‐0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐1‐0/UKN, C/2‐0‐0/CON Max Down E=225(LC No. 1‐D+Lr), C=347(LC No. 1‐D+Lr) Max Uplift E=‐51(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/58, B‐C=0/70, C‐D=‐200/141, D‐E=‐240/177 BOT CHORD C‐E=‐5/5 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 14.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 170 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T136

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:45 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 66 ). All Screws Are #12‐14 T/3 CHORDS A‐E:8, B‐D:3, D‐B:13, E‐A:11 WEBS A‐D:6 2-11-10

3-11-15

2-11-10

6-11-10

9.00 12

B 3

11-3-4

13-6-0

16-3-8

9 13

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle 2-11-10 2-11-10

SCREW QTY WEBS

D‐A:9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.97 BC 0.05 WB 0.50

DEFL (in) (loc) l/defl Vert(LL) 0.43 C >213 Vert(TL) 0.31 C >303 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐E 362 USWD 057 50, B‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐D 362S162‐54 A‐E Attach to back of member over entire available length w/3 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)E/2‐11‐10/UKN, D/2‐11‐10/UKN, D/2‐11‐10/UKN Max Down E=1910(LC No. 14‐0.6D+MWFRS 3E L), D=1196(LC No. 1‐D+Lr), D=1196(LC No. 1‐D+Lr) Max Uplift E=‐208(LC No. 1‐D+Lr), D=‐2126(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐3207/517, A‐B=‐902/357, B‐C=‐337/0, B‐D=‐1170/1373 BOT CHORD D‐E=‐1/1 WEBS A‐D=‐510/2433 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 26.7 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 338 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 3.92 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.51. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T138

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:47 2016 Page 1 Galvanization = G60 Truss weight = 18 lbs

SCREW QTY (Total = 14 ). All Screws Are #12‐14 T/3 CHORDS A‐A:2, B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 2-3-12

2-8-14

-2-3-12

2-8-14

C G

3-7-4

3-5-13

8.49 12

F B

1-8-0

30USW035x3.5" A

SCREW QTY WEBS

2-3-12

2-7-14

0-0-15

-2-3-12

2-7-14

2-8-14

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.14 BC 0.04 WB 0.04

DEFL (in) (loc) l/defl Vert(LL) 0.00 E >999 Vert(TL) ‐0.00 D‐E >999 Horz(TL) ‐0.00 A n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐E 30 USW 046 50, C‐D 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐D 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐7‐14/UKN, A/0‐3‐15/UKN, D/2‐7‐14/UKN E=440(LC No. 1‐D+Lr), A=117(LC No. 1‐D+Lr), D=160(LC No. 1‐D+Lr) Max Down Max Uplift A=‐20(LC No. 14‐0.6D+MWFRS 3E L), D=‐100(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐415/0, A‐B=‐51/121, B‐F=‐133/49, F‐G=‐54/51, C‐G=‐82/91, C‐D=‐175/125 BOT CHORD D‐E=‐1/1 B‐D=‐136/155 WEBS NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 19.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 134 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T139

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:50 2016 Page 1 Galvanization = G60 Truss weight = 18 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

2-8-0

1-6-11

2-8-0

4-2-11

4-0-4

12.00 12

B 2

Replace BC with 3-1/2" x 1-1/2" x 54 E mil Bent Angle

1-6-11

2-8-0 2-8-0

SCREW QTY WEBS

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.42 BC 0.04 WB 0.07

DEFL (in) (loc) l/defl Vert(LL) 0.06 C >628 Vert(TL) 0.04 C >805 Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 30 USW 046 50, B‐D 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐E 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/0‐8‐0/UKN, D/2‐0‐0/CON Max Down E=121(LC No. 1‐D+Lr), D=487(LC No. 1‐D+Lr) E=‐108(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐D=‐463/11, A‐B=‐172/107, B‐C=0/156, A‐E=‐182/35 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐179/491 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 16.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 234 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T140

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:55 2016 Page 1 Galvanization = G60 Truss weight = 18 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

2-8-0

1-6-11

2-8-0

4-2-11

4-0-4

12.00 12

B 2

Replace BC with 3-1/2" x 1-1/2" xE 54 mil Bent Angle

1-6-11

2-8-0 2-8-0

SCREW QTY WEBS

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.42 BC 0.04 WB 0.07

DEFL (in) (loc) l/defl Vert(LL) 0.06 C >628 Vert(TL) 0.04 C >805 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 30 USW 046 50, B‐D 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐E 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐8‐0/UKN, D/2‐8‐0/UKN, D/2‐8‐0/UKN E=121(LC No. 1‐D+Lr), D=487(LC No. 1‐D+Lr), D=487(LC No. 1‐D+Lr) Max Down Max Uplift E=‐108(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐D=‐463/11, A‐B=‐172/107, B‐C=0/156, A‐E=‐182/35 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐179/491 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 16.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 233 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T141

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:04:57 2016 Page 1 Galvanization = G60 Truss weight = 13 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 0-11-5

2-6-15

-0-11-5

2-6-15

C 2

8.49 12

2-4-7

2-5-14

B 0-8-0

2 2

A 2

SCREW QTY WEBS

0-3-0

2-3-15

0-3-0

2-6-15

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.12 BC 0.05 WB 0.03

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) 0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐E 30 USW 046 50, C‐D 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* B‐D 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐6‐15/UKN, E/2‐6‐15/UKN, D/2‐6‐15/UKN E=353(LC No. 1‐D+Lr), E=353(LC No. 1‐D+Lr), D=157(LC No. 1‐D+Lr) Max Down Max Uplift E=‐69(LC No. 14‐0.6D+MWFRS 3E L), D=‐73(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐330/102, A‐B=0/80, B‐C=‐113/75, C‐D=‐155/73 BOT CHORD D‐E=‐1/1 WEBS B‐D=‐111/248 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 13.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 128 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T143

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:00 2016 Page 1 Galvanization = G60 Truss weight = 12 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 0-11-5

2-2-11

-0-11-5

2-2-11

C 8.49 12

2-1-7

2-2-14

B 0-8-0

2 2

A 2

SCREW QTY WEBS

D 0-3-0

1-11-11

0-3-0

2-2-11

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.12 BC 0.04 WB 0.03

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) 0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐E 25 USW 046 50, C‐D 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐2‐11/UKN, E/2‐2‐11/UKN, D/2‐2‐11/UKN Max Down E=328(LC No. 1‐D+Lr), E=328(LC No. 1‐D+Lr), D=129(LC No. 1‐D+Lr) E=‐66(LC No. 14‐0.6D+MWFRS 3E L), D=‐63(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐308/102, A‐B=0/81, B‐C=‐100/61, C‐D=‐130/50 BOT CHORD D‐E=‐1/1 WEBS B‐D=‐95/233 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 11.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 120 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T144

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:02 2016 Page 1 Galvanization = G60 Truss weight = 10 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 0-11-5

1-7-10

-0-11-5

1-7-10

C 8.49 12 2

1-8-7

1-9-14

0-8-0

B 2

A 2

SCREW QTY WEBS

0-3-0

1-4-10

0-3-0

1-7-10

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.12 BC 0.02 WB 0.03

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) 0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐7‐10/UKN, E/1‐7‐10/UKN, D/1‐7‐10/UKN Max Down E=292(LC No. 1‐D+Lr), E=292(LC No. 1‐D+Lr), D=64(LC No. 1‐D+Lr) E=‐64(LC No. 14‐0.6D+MWFRS 3E L), D=‐41(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐279/110, A‐B=0/81, B‐C=‐83/39, C‐D=‐81/3 BOT CHORD D‐E=‐1/1 WEBS B‐D=‐68/202 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 9.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 103 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T145

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:05 2016 Page 1 Galvanization = G60 Truss weight = 15 lbs

SCREW QTY (Total = 13 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

1-4-0

1-10-0

1-4-0

3-2-0

12.00 12 2-11-8

B 2 2

1-10-0

Replace BC with 3-1/2" x 1-1/2"E x 54 mil BentD Angle

SCREW QTY WEBS

0-3-0

1-1-0

0-3-0

1-4-0

E‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.01 WB 0.09

DEFL (in) (loc) l/defl Vert(LL) 0.09 C >838 Vert(TL) 0.07 C >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 25 USW 046 50, B‐D 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐4‐0/UKN, E/1‐4‐0/UKN, D/1‐4‐0/UKN Max Down E=10(LC No. 11‐0.6D+MWFRS R to L), D=556(LC No. 1‐D+Lr) E=‐134(LC No. 14‐0.6D+MWFRS 3E L), E=‐119(LC No. 1‐D+Lr), D=‐6(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐325/131, A‐B=‐199/197, B‐C=0/186, B‐D=‐545/29 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐125/662 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 11.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 212 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

T146

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:05:08 2016 Page 1 Galvanization = G60 Truss weight = 14 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:2, D‐B:2, E‐A:2 WEBS B‐E:2

1-4-0

1-5-7

1-4-0

2-9-7

12.00 12

2-11-8

B 2 2

1-10-0

C 2

Replace BC with 3-1/2" x 1-1/2"Ex 54 mil BentDAngle

SCREW QTY WEBS

0-3-0

1-1-0

0-3-0

1-4-0

E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.38 BC 0.01 WB 0.08

DEFL (in) (loc) l/defl Vert(LL) 0.04 C >999 Vert(TL) 0.03 C >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 25 USW 046 50, B‐D 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐4‐0/UKN, E/1‐4‐0/UKN, D/1‐4‐0/UKN Max Down E=39(LC No. 11‐0.6D+MWFRS R to L), D=425(LC No. 1‐D+Lr) E=‐164(LC No. 14‐0.6D+MWFRS 3E L), E=‐42(LC No. 1‐D+Lr) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐182/53, A‐B=‐146/105, B‐C=0/148, B‐D=‐414/0 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐126/569 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 10.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 178 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:35 2016 Page 1 Galvanization = G60 Truss weight = 279 lbs

SCREW QTY (Total = 121 ). All Screws Are #12‐14 T/3 CHORDS A‐O:5, E‐D:3, E‐F:2, I‐J:4, J‐I:6, O‐A:7 WEBS A‐N:3, B‐N:5, C‐M:4, D‐F:2, F‐D:2, G‐L:2, H‐K:2, I‐K:3 5-0-13

4-9-3

10-9-11

10-9-15

6-1-6

6-5-0

5-0-13

9-10-0

20-7-11

31-5-10

37-7-0

44-0-0

700USJD073x8 E 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 V

S RD

F G W

24-4-9

C 4

14 2

9-11-13

H X LABEL U1R

12-8-3

5 7

3 5

4 6

O x 54 mil N BentMAngle Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

1-5-6

4-2-0

16-0-0

Q P

LABEL B U1L 5

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-9-13

4-9-3

21-7-10

6-1-6

6-5-0

0-3-0

5-0-13

9-10-0

31-5-10

37-7-0

44-0-0

L ‐K:3, M‐N:6 K‐H:5, K‐I:4, L‐G:5, M‐C:6, N‐A:5, N‐B:7

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.60 WB 0.97

DEFL (in) (loc) l/defl Vert(LL) 0.09 J‐K >859 Vert(TL) 0.07 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* B‐N 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F 362S162‐43 C‐M Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc G‐L Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)O/44‐0‐0/UKN, O/44‐0‐0/UKN, J/44‐0‐0/UKN, M/44‐0‐0/UKN, L/44‐0‐0/UKN, K/44‐0‐0/UKN, N/44‐0‐0/UKN Max Down O=2011(LC No. 1‐D+Lr), O=2011(LC No. 1‐D+Lr), J=1613(LC No. 1‐D+Lr), M=1617(LC No. 2‐D+Unbal.Lr L), L=918(LC No. 3‐D+Unbal.Lr R), K=884(LC No. 3‐D+Unbal.Lr R), N=1451(LC No. 2‐D+Unbal.Lr L) Max Uplift M=‐544(LC No. 11‐0.6D+MWFRS R to L), L=‐305(LC No. 10‐0.6D+MWFRS L to R), K=‐827(LC No. 15‐0.6D+MWFRS 3E R), N=‐1252(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal O=2(LC No. 12‐0.6D+MWFRS 2E L), J=‐2(LC No. 12‐0.6D+MWFRS 2E L), M=‐2(LC No. 12‐0.6D+MWFRS 2E L), L=2(LC No. 12‐0.6D+MWFRS 2E L), K=‐1051(LC No. 1‐D+Lr), N=1051(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐1947/0, A‐B=‐1487/100, B‐P=‐2450/519, P‐Q=‐2277/564, C‐Q=‐968/218, C‐R=‐1673/484, D‐R=‐1475/493, D‐S=‐1019/46, S‐T=‐620/130, E‐T=‐575/160, E‐U=‐531/160, U‐V=‐620/107, F‐V=‐999/40, F‐G=‐1654/487, G‐W=‐1205/351, H‐W=‐1726/343, H‐X=‐1160/215, I‐X=‐1635/209, I‐J=‐1532/2 BOT CHORD N‐O=‐1/1, M‐N=‐1/1, K‐L=‐1/1, J‐K=‐1/1 WEBS C‐M=‐1557/580, G‐L=‐840/352, H‐K=‐921/580, I‐K=‐135/1068, A‐N=‐114/1342, B‐N=‐1894/872, D‐F=‐866/628 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 636.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) P. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:09 2016 Page 1 Galvanization = G60 Truss weight = 279 lbs

SCREW QTY (Total = 121 ). All Screws Are #12‐14 T/3 CHORDS A‐O:5, E‐D:3, E‐F:2, I‐J:4, J‐I:6, O‐A:7 WEBS A‐N:3, B‐N:5, C‐M:4, D‐F:2, F‐D:2, G‐L:2, H‐K:2, I‐K:3 5-0-13

4-9-3

10-9-11

10-9-15

6-1-6

6-5-0

5-0-13

9-10-0

20-7-11

31-5-10

37-7-0

44-0-0

700USJD073x8 E 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 V

S RD

F G W

24-4-9

C 4

14 2

9-11-13

H X LABEL U2R

12-8-3

5 7

3 5

4 6

O x 54 mil N BentMAngle Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

1-5-6

4-2-0

16-0-0

Q P

LABEL B U2L 5

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-9-13

4-9-3

21-7-10

6-1-6

6-5-0

0-3-0

5-0-13

9-10-0

31-5-10

37-7-0

44-0-0

L ‐K:3, M‐N:6 K‐H:5, K‐I:4, L‐G:5, M‐C:6, N‐A:5, N‐B:7

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.60 WB 0.97

DEFL (in) (loc) l/defl Vert(LL) 0.09 J‐K >859 Vert(TL) 0.07 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* B‐N 362 USWD 073 50

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:54 2016 Page 1 Galvanization = G60 Truss weight = 613 lbs

SCREW QTY (Total = 174 ). All Screws Are #12‐14 T/3 CHORDS A‐O:7, E‐D:3, E‐F:2, I‐J:4, J‐I:6, O‐A:11 WEBS A‐N:5, B‐N:2, C‐M:5, D‐F:3, F‐D:3, G‐L:2, H‐K:3, H‐L:2, I‐K:3 5-0-13

4-9-3

10-9-11

10-9-15

6-1-6

6-5-0

5-0-13

9-10-0

20-7-11

31-5-10

37-7-0

44-0-0

700USJD073x8 E W3

X Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required Y Z AA FAB 3 G AC

V 12.00 12 T S 24-4-9

RD Q

LABEL B U3L 2

16-0-0

9-11-13

LABEL H AD U3R 3

12-8-3

7 10

8 4

2 2

5 6

Replace BC with 3-1/2" x 1-1/2"Ox 54 mil Angle N BentM SCREW QTY CHORDS WEBS

1-5-6

4-2-0

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-9-13

4-9-3

21-7-10

6-1-6

6-5-0

0-3-0

5-0-13

9-10-0

31-5-10

37-7-0

44-0-0

L ‐K:2, M‐N:8 K‐H:4, K‐I:5, L‐G:2, L‐H:2, M‐C:8, N‐A:8, N‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐5‐9 Code IBC2009 AISI‐S100/S214

CSI TC 0.82 BC 0.28 WB 0.84

DEFL (in) (loc) l/defl Vert(LL) 0.04 J‐K >999 Vert(TL) 0.03 J‐K >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐O 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* B‐N 60 USWD 073 50, D‐F 362 USWD 073 50

BRACING TOP CHORD Sheathed A‐E,E‐I BOT CHORD Rigid ceiling directly applied D‐F WEBS 1 Row at midpt (2)600S162‐33 A‐O Attach to both web flanges of both plies, full length, w/ sds at 12" oc (2)600S162‐33 C‐M Attach to both web flanges of both plies, full length, w/ sds at 12" oc (2)600S162‐33 G‐L Attach to both web flanges of both plies, full length, w/ sds at 12" oc

REACTIONS (jt/size/material)O/44‐0‐0/UKN, O/44‐0‐0/UKN, J/44‐0‐0/UKN, M/44‐0‐0/UKN, N/44‐0‐0/UKN, L/44‐0‐0/UKN, K/44‐0‐0/UKN Max Down O=6250(LC No. 1‐D+Lr), O=6250(LC No. 1‐D+Lr), J=3629(LC No. 1‐D+Lr), M=4378(LC No. 2‐D+Unbal.Lr L), N=286(LC No. 10‐0.6D+MWFRS L to R), L=749(LC No. 11‐0.6D+MWFRS R to L), K=1830(LC No. 1‐D+Lr) Max Uplift M=‐585(LC No. 11‐0.6D+MWFRS R to L), N=‐2307(LC No. 3‐D+Unbal.Lr R), L=‐944(LC No. 2‐D+Unbal.Lr L), K=‐475(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal O=2(LC No. 12‐0.6D+MWFRS 2E L), J=‐2(LC No. 12‐0.6D+MWFRS 2E L), M=‐2(LC No. 12‐0.6D+MWFRS 2E L), N=3364(LC No. 1‐D+Lr), L=‐634(LC No. 2‐D+Unbal.Lr L), K=‐2736(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐6190/0, A‐B=‐4824/0, B‐P=‐4572/227, C‐P=‐4267/325, C‐Q=‐6881/692, Q‐R=‐4221/343, D‐R=‐3876/376, D‐S=‐2124/0, S‐T=‐1704/0, T‐U=‐1610/16, U‐V=‐1300/40, V‐W=‐964/136, E‐W=‐562/159, E‐X=‐1056/119, X‐Y=‐1300/70, Y‐Z=‐1702/37, Z‐AA=‐1798/0, F‐AA=‐2218/0, F‐AB=‐3971/397, G‐AB=‐4385/365, G‐AC=‐4478/349, H‐AC=‐4959/324, H‐AD=‐3588/66, I‐AD=‐4042/61, I‐J=‐3552/35 BOT CHORD N‐O=‐1/1, M‐N=‐1/1, K‐L=0/0, J‐K=‐1/1 WEBS A‐N=0/4296, B‐N=‐559/410, C‐M=‐4321/619, G‐L=‐648/241, H‐K=‐2083/198, I‐K=0/2782, D‐F=‐2432/633, H‐L=‐74/1003 NOTES 1) 2‐ply truss to be connected together with #10‐16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches on center. 2) This truss has been designed for unbalanced loading conditions. 3) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 636.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 4) Bearings shall be designed to resist horizontal reactions listed above. 5) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:26 2016 Page 1 Galvanization = G60 Truss weight = 243 lbs

SCREW QTY (Total = 87 ). All Screws Are #12‐14 T/3 CHORDS A‐M:7, D‐C:3, D‐E:2, H‐I:5, I‐H:7, M‐A:10 WEBS A‐L:5, B‐L:3, C‐E:3, E‐C:3, F‐K:2, G‐J:2, H‐J:4 5-0-13

4-9-3

10-9-11

10-9-15

6-1-6

6-5-0

5-0-13

9-10-0

20-7-11

31-5-10

37-7-0

44-0-0

700USJD073x8 D 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

12.00 12 S

P OC

LABEL 3 U4L

F LABEL U4R

G U

6-11-13

9-8-3

7 4

5 7

L Bent Angle Replace BC with 3-1/2" x 1-1/2"Mx 54 mil SCREW QTY CHORDS WEBS

1-5-6

4-2-0

16-0-0

24-4-9

I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-9-13

4-9-3

21-7-10

6-1-6

6-5-0

0-3-0

5-0-13

9-10-0

31-5-10

37-7-0

44-0-0

‐J:4, L‐M:4 K J‐G:3, J‐H:5, K‐F:4, L‐A:7, L‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐14 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.25 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) 0.06 I‐J >999 Vert(TL) 0.05 I‐J >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* A‐M 362 USWD 046 50, H‐I 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D,D‐H BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)M/44‐0‐0/UKN, M/44‐0‐0/UKN, I/44‐0‐0/UKN, L/44‐0‐0/UKN, K/44‐0‐0/UKN, J/44‐0‐0/UKN M=2834(LC No. 1‐D+Lr), M=2834(LC No. 1‐D+Lr), I=2098(LC No. 1‐D+Lr), L=710(LC No. 10‐0.6D+MWFRS L to R), K=951(LC No. 3‐D+Unbal.Lr R), J=590(LC No. 1‐D+Lr) Max Down Max Uplift I=‐23(LC No. 11‐0.6D+MWFRS R to L), L=‐924(LC No. 11‐0.6D+MWFRS R to L), K=‐715(LC No. 10‐0.6D+MWFRS L to R), J=‐511(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal M=1(LC No. 12‐0.6D+MWFRS 2E L), I=‐1(LC No. 12‐0.6D+MWFRS 2E L), L=1483(LC No. 1‐D+Lr), K=1(LC No. 20‐D+0.75S+0.75L+0.75MWFRS 2E L), J=‐1483(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐2790/0, A‐B=‐2144/95, B‐N=‐2421/383, N‐O=‐1931/541, C‐O=‐1772/550, C‐P=‐1030/43, P‐Q=‐616/127, D‐Q=‐568/162, D‐R=‐552/170, R‐S=‐616/118, E‐S=‐1039/45, E‐T=‐1830/552, F‐T=‐2276/300, F‐G=‐2281/362, G‐U=‐1757/286, H‐U=‐2250/280, H‐I=‐2053/50 BOT CHORD L‐M=‐0/0, J‐K=‐0/1, I‐J=‐0/1 WEBS A‐L=0/1894, B‐L=‐1171/530, F‐K=‐945/719, G‐J=‐840/549, H‐J=‐190/1508, C‐E=‐1187/711 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 636.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:09 2016 Page 1 Galvanization = G60 Truss weight = 776 lbs

SCREW QTY (Total = 155 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:3, F‐G:2, I‐J:2, J‐I:2, N‐B:3 WEBS B‐M:2, C‐M:2, D‐L:7, E‐G:2, G‐E:2, H‐K:5, I‐K:2 2-2-0

6-0-13

5-9-3

10-9-11

10-9-15

6-6-6

-2-2-0

6-0-13

11-10-0

22-7-11

33-5-10

40-0-0

700USJD073x8 F V 3 2 W U X S R

12.00 12 24-4-9

QE P

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required YZ AA AB GAC 2

H LABEL AD

16-0-0

I 30

2-2-0

2 3

10 9 2

L Replace BC with 3-1/2" x 1-1/2" Nx 54 mil M Bent Angle SCREW QTY CHORDS WEBS

6-8-3

11-11-13 B A 32

U5R

7-5-6

C LABEL 2 U5L O

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-0-13

5-9-3

21-7-10

6-6-6

6-0-13

11-10-0

33-5-10

40-0-0

‐J:10, L‐M:16 K K‐H:9, K‐I:2, L‐D:16, M‐B:3, M‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.81 BC 0.32 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) 0.03 J‐K >999 Vert(TL) ‐0.07 J‐K >999 Horz(TL) 0.56 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 097 50 *Except* B‐N 362 USWD 046 50, F‐I 725 USD 073 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied E‐G WEBS 1 Row at midpt (2)600S162‐33 D‐L Attach to both web flanges of both plies, full length, w/ sds at 12" oc (2)600S162‐33 H‐K Attach to both web flanges of both plies, full length, w/ sds at 12" oc

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/38‐0‐0/UKN, K/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN Max Down N=1490(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), J=104(LC No. 11‐0.6D+MWFRS R to L), K=5506(LC No. 1‐D+Lr), M=470(LC No. 12‐0.6D+MWFRS 2E L), L=9472(LC No. 1‐D+Lr) Max Uplift N=‐1133(LC No. 10‐0.6D+MWFRS L to R), J=‐303(LC No. 2‐D+Unbal.Lr L), M=‐501(LC No. 14‐0.6D+MWFRS 3E L), L=‐810(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1447/1116, A‐B=0/257, B‐O=‐1580/1459, C‐O=‐1465/1511, C‐D=‐1309/1759, D‐P=‐4945/932, P‐Q=‐2128/602, E‐Q=‐1842/648, E‐R=‐2933/0, R‐S=‐2519/0, S‐T=‐2429/29, T‐U=‐2131/118, F‐U=‐1646/144, F‐V=‐1279/260, V‐W=‐1764/224, W‐X=‐2042/101, X‐Y=‐2249/136, Y‐Z=‐2494/56, Z‐AA=‐2546/43, AA‐AB=‐2641/0, G‐AB=‐3055/0, G‐AC=‐1965/674, H‐AC=‐2499/629, H‐AD=0/1024, I‐AD=‐136/978, I‐J=‐241/510 BOT CHORD J‐K=‐2/2, M‐N=‐1250/981, L‐M=‐1/3 WEBS B‐M=‐1021/1304, C‐M=‐731/681, D‐L=‐9366/805, H‐K=‐5348/61, I‐K=‐3/3, E‐G=‐249/1740 NOTES 1) 2‐ply truss to be connected together with #10‐16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches on center. 2) This truss has been designed for unbalanced loading conditions. 3) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 582.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 4) Horizontal load applied to this truss resulting from the standard wind load, equal to 1250 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 5) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 6) End of overhang(s) restrained from rotation. 7) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:53 2016 Page 1 Galvanization = G60 Truss weight = 738 lbs

SCREW QTY (Total = 152 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, F‐E:2, F‐G:2, I‐J:2, J‐I:2, N‐B:3 WEBS B‐M:2, C‐M:2, D‐L:7, E‐G:2, G‐E:2, H‐K:4, I‐K:2 2-2-0

6-0-13

5-9-3

10-9-11

10-9-15

6-6-6

-2-2-0

6-0-13

11-10-0

22-7-11

33-5-10

40-0-0

700USJD073x8 F V 2 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

W T S

12.00 12 24-4-9

RE Q

XY Z AA GAB 2

H LABEL AC

I 30

2-2-0

2 3

9 2

L Replace BC with 3-1/2" x 1-1/2" Nx 54 mil M Bent Angle SCREW QTY CHORDS WEBS

6-8-3

11-11-13 B A 32

U6R

7-5-6

C LABEL 2 U6L O

16-0-0

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-0-13

5-9-3

21-7-10

6-6-6

6-0-13

11-10-0

33-5-10

40-0-0

‐J:9, L‐M:16 K K‐H:9, K‐I:2, L‐D:16, M‐B:3, M‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 9‐10‐8 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.32 WB 0.95

DEFL (in) (loc) l/defl Vert(LL) 0.03 J‐K >999 Vert(TL) ‐0.07 J‐K >999 Horz(TL) 0.55 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 097 50 *Except* B‐N 362 USWD 046 50, F‐I 725 USD 057 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/38‐0‐0/UKN, K/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN Max Down N=1462(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), J=114(LC No. 11‐0.6D+MWFRS R to L), K=5043(LC No. 1‐D+Lr), M=473(LC No. 12‐0.6D+MWFRS 2E L), L=9144(LC No. 1‐D+Lr) Max Uplift N=‐1139(LC No. 10‐0.6D+MWFRS L to R), J=‐255(LC No. 10‐0.6D+MWFRS L to R), M=‐498(LC No. 14‐0.6D+MWFRS 3E L), L=‐853(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1441/1122, A‐B=0/257, B‐O=‐1576/1463, C‐O=‐1460/1515, C‐P=‐1357/1487, D‐P=‐1162/1765, D‐Q=‐4702/924, Q‐R=‐1886/629, E‐R=‐1599/674, E‐S=‐2495/0, S‐T=‐2082/40, T‐U=‐2042/77, F‐U=‐1694/182, F‐V=‐1075/282, V‐W=‐1594/246, W‐X=‐1802/185, X‐Y=‐2046/105, Y‐Z=‐2098/91, Z‐AA=‐2194/43, G‐AA=‐2607/0, G‐AB=‐1713/701, H‐AB=‐2246/657, H‐AC=0/950, I‐AC=‐149/904, I‐J=‐264/451 BOT CHORD J‐K=‐2/2, M‐N=‐1250/981, L‐M=‐1/3 WEBS B‐M=‐1021/1304, C‐M=‐735/645, D‐L=‐9038/847, H‐K=‐4885/110, I‐K=‐3/3, E‐G=‐310/1463 NOTES 1) 2‐ply truss to be connected together with #10‐16 screws as follows: Top chords connected with 1 row at 12 inches on center. Bottom chords connected with 1 row at 12 inches on center. 2) This truss has been designed for unbalanced loading conditions. 3) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 582.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 4) Horizontal load applied to this truss resulting from the standard wind load, equal to 1250 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 5) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 6) End of overhang(s) restrained from rotation. 7) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:21 2016 Page 1 Galvanization = G60 Truss weight = 266 lbs

SCREW QTY (Total = 107 ). All Screws Are #12‐14 T/3 CHORDS B‐N:3, F‐E:3, F‐G:2, I‐J:2, J‐I:2, N‐B:4 WEBS B‐M:2, C‐M:2, D‐L:5, E‐G:2, G‐E:2, H‐K:5, I‐K:2 2-2-0

6-0-13

5-9-3

10-9-11

6-6-10

-2-1-15

6-0-13

11-10-0

22-7-11

33-5-6

40-0-0

700USJD073x8 F 3

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

R S

12.00 12 E

24-4-9

D 5

16-0-0

2-2-0

B A 43

LABEL I U7R 16

2 2

6-8-7

7-5-6

2 LABEL O U7L11-11-13 2 4

8 7

7 2 8

L Replace BC with 3-1/2" x 1-1/2"N x 54 milMBent Angle SCREW QTY CHORDS WEBS

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-0-13

5-9-3

21-7-6

6-6-10

6-0-13

11-10-0

33-5-6

40-0-0

‐J:8, L‐M:8 K K‐H:7, K‐I:2, L‐D:7, M‐B:4, M‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐7 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.23 WB 0.84

DEFL (in) (loc) l/defl Vert(LL) 0.03 J‐K >999 Vert(TL) ‐0.05 J‐K >999 Horz(TL) 0.52 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 725 USD 046 50 *Except* B‐N 362 USWD 046 50, I‐J 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐L 362 USWD 057 50, H‐K 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐F,F‐I BOT CHORD Rigid ceiling directly applied E‐G WEBS 1 Row at midpt 362S162‐54 D‐L Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐54 H‐K Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)N/2‐0‐0/CON, J/38‐0‐0/UKN, K/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN Max Down N=1041(LC No. 11‐0.6D+MWFRS R to L), J=148(LC No. 3‐D+Unbal.Lr R), K=2136(LC No. 1‐D+Lr), M=475(LC No. 2‐D+Unbal.Lr L), L=2126(LC No. 1‐D+Lr) Max Uplift N=‐806(LC No. 10‐0.6D+MWFRS L to R), J=‐157(LC No. 10‐0.6D+MWFRS L to R), M=‐379(LC No. 14‐0.6D+MWFRS 3E L), L=‐440(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1033/796, A‐B=0/184, B‐O=‐1130/1025, C‐O=‐1047/1079, C‐D=‐963/1158, D‐E=‐947/537, E‐P=‐1089/35, F‐P=‐874/167, F‐Q=‐712/156, Q‐R=‐874/140, R‐S=‐898/108, G‐S=‐1088/41, G‐H=‐946/544, H‐T=‐25/518, I‐T=‐136/484, I‐J=‐240/277 BOT CHORD J‐K=‐1/1, M‐N=‐897/702, L‐M=‐1/1 WEBS B‐M=‐731/935, C‐M=‐676/426, D‐L=‐2088/438, H‐K=‐2079/215, I‐K=‐1/1, E‐G=‐321/717 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 582.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 897 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:46 2016 Page 1 Galvanization = G60 Truss weight = 352 lbs

SCREW QTY (Total = 112 ). All Screws Are #12‐14 T/3 CHORDS B‐R:2, G‐F:2, G‐H:2, K‐L:2, L‐K:2, R‐B:4 WEBS B‐Q:2, C‐Q:2, D‐O:2, D‐P:2, E‐O:7, F‐H:2, H‐F:2, I‐N:4, J‐M:2, K‐M:2 2-2-0

6-0-13

5-9-3

8-5-0

5-6-3

5-9-13

-2-1-15

6-0-13

11-10-0

20-3-0

28-8-0

34-2-3

40-0-0

525USJD073x8 G 2

U Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required 12.00 12

F E D

2-2-0

11-5-13 2

214

6 5

P O

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle SCREW QTY CHORDS WEBS

2-1-13

2 2 4

LABEL W J U8R

2 2

2-8-0

9-11-0

LABEL U8L 12-1-0

H V I

7 2

16-0-0

22-1-2

7-11-0

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-0-13

5-9-3

16-10-0

5-6-3

5-9-13

6-0-13

11-10-0

28-8-0

34-2-3

40-0-0

‐M:6, O‐P:14 N M‐J:4, M‐K:2, N‐I:5, O‐D:2, O‐E:14, P‐D:2, Q‐B:3, Q‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐5‐2 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.28 WB 1.00

DEFL (in) (loc) l/defl Vert(LL) 0.02 A >999 Vert(TL) ‐0.03 L‐M >999 Horz(TL) 0.48 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 097 50 *Except* B‐R 362 USWD 046 50, G‐K 55 USD 046 50, K‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* E‐O 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐G,G‐K BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts on both side E‐O 362S162‐43 I‐N Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)R/2‐0‐0/CON, L/38‐0‐0/UKN, O/38‐0‐0/UKN, N/38‐0‐0/UKN, M/38‐0‐0/UKN, Q/38‐0‐0/UKN, P/38‐0‐0/UKN Max Down R=984(LC No. 11‐0.6D+MWFRS R to L), L=364(LC No. 1‐D+Lr), O=3669(LC No. 1‐D+Lr), N=1578(LC No. 1‐D+Lr), M=698(LC No. 3‐D+Unbal.Lr R), Q=614(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), P=143(LC No. 11‐0.6D+MWFRS R to L) Max Uplift R=‐888(LC No. 10‐0.6D+MWFRS L to R), L=‐57(LC No. 15‐0.6D+MWFRS 3E R), O=‐1272(LC No. 11‐0.6D+MWFRS R to L), M=‐341(LC No. 15‐0.6D+MWFRS 3E R), Q=‐345(LC No. 11‐0.6D+MWFRS R to L), P=‐150(LC No. 3‐D+Unbal.Lr R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐R=‐976/875, A‐B=0/176, B‐S=‐979/981, C‐S=‐905/1045, C‐D=‐864/960, D‐E=‐871/1084, E‐T=‐1941/1065, F‐T=‐773/596, F‐G=‐762/82, G‐U=‐619/97, H‐U=‐818/48, H‐V=‐805/639, I‐V=‐837/588, I‐W=‐614/707, J‐W=‐621/678, J‐K=‐168/252, K‐L=‐295/180 BOT CHORD Q‐R=‐789/663, P‐Q=‐46/16, O‐P=‐46/16, M‐N=‐1/2, L‐M=‐1/2 WEBS E‐O=‐3979/1286, I‐N=‐1513/0, J‐M=‐775/621, K‐M=0/0, C‐Q=‐638/272, B‐Q=‐712/852, F‐H=‐558/866, D‐P=‐150/277, D‐O=‐108/315 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 583.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 790 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) E. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:57 2016 Page 1 Galvanization = G60 Truss weight = 299 lbs

SCREW QTY (Total = 103 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:3 WEBS B‐O:2, C‐N:2, C‐O:2, D‐N:6, E‐G:2, G‐E:2, H‐M:4, I‐L:2, J‐L:2 2-2-0

6-0-13

5-9-3

8-5-0

5-6-3

5-9-13

-2-1-15

6-0-13

11-10-0

20-3-0

28-8-0

34-2-3

40-0-0

525USJD073x8 F 2

S Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required 12.00 12

22-1-2

2 2

LABEL UI U9R

2-2-0

2 2 3

2 12

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle SCREW QTY CHORDS WEBS

11-5-13

2 2

2-8-0

LABEL U9L 12-1-0 B

16-0-0

KReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-0-13

5-9-3

16-10-0

5-6-3

5-9-13

6-0-13

11-10-0

28-8-0

34-2-3

40-0-0

‐L:6, N‐O:12 M L‐I:4, L‐J:2, M‐H:6, N‐C:2, N‐D:12, O‐B:3, O‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐5‐2 Code IBC2009 AISI‐S100/S214

CSI TC 0.97 BC 0.30 WB 0.83

DEFL (in) (loc) l/defl Vert(LL) 0.02 A >999 Vert(TL) ‐0.03 O‐P >999 Horz(TL) 0.56 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐P 362 USWD 046 50, F‐J 55 USD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐N 60 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts on both side D‐N 362S162‐43 H‐M Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/38‐0‐0/UKN, N/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN, O/38‐0‐0/UKN Max Down P=800(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), K=366(LC No. 1‐D+Lr), N=3578(LC No. 1‐D+Lr), M=1605(LC No. 1‐D+Lr), L=689(LC No. 3‐D+Unbal.Lr R), O=379(LC No. 2‐D+Unbal.Lr L) Max Uplift P=‐597(LC No. 10‐0.6D+MWFRS L to R), K=‐57(LC No. 15‐0.6D+MWFRS 3E R), N=‐1325(LC No. 11‐0.6D+MWFRS R to L), L=‐343(LC No. 15‐0.6D+MWFRS 3E R), O=‐128(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐757/586, A‐B=0/171, B‐Q=‐813/748, C‐Q=‐737/820, C‐D=‐874/985, D‐R=‐1929/1069, E‐R=‐774/600, E‐F=‐762/81, F‐S=‐643/99, G‐S=‐841/54, G‐T=‐809/634, H‐T=‐841/584, H‐U=‐614/711, I‐U=‐621/680, I‐J=‐168/251, J‐K=‐297/179 BOT CHORD O‐P=‐789/668, N‐O=‐123/174, L‐M=‐1/2, K‐L=‐1/2 WEBS D‐N=‐3494/1152, H‐M=‐1539/0, I‐L=‐774/624, J‐L=0/0, C‐N=‐295/210, C‐O=‐398/220, B‐O=‐518/696, E‐G=‐560/873 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 583.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 790 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) D. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U10

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:38 2016 Page 1 Galvanization = G60 Truss weight = 272 lbs

SCREW QTY (Total = 105 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:4 WEBS B‐O:2, C‐O:2, D‐N:3, E‐G:2, G‐E:2, H‐M:3, I‐L:2, J‐L:2 2-2-0

6-0-13

5-9-3

8-5-0

5-6-3

5-9-13

-2-2-0

6-0-13

11-10-0

20-3-0

28-8-0

34-2-3

40-0-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

R 12.00 12

G S H

22-1-2

C 2

LABEL

11-5-13 U10R J 2

2 2 4

Replace BC with 3-1/2" x 1-1/2" 6-0-13 x 54 mil Bent Angle 5-9-3 6-0-13

SCREW QTY CHORDS WEBS

11-10-0

7 6

2 2

16-10-0

5-6-3

5-9-13

28-8-0

34-2-3

40-0-0

2-8-0

2-2-0

LABEL Q U10L11-11-13

16-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐L:7, N‐O:7 M L‐I:4, L‐J:2, M‐H:6, N‐D:7, O‐B:4, O‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.19 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) 0.05 A >999 Vert(TL) 0.05 A >930 Horz(TL) 0.51 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 057 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐J BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐N Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc H‐M Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/38‐0‐0/UKN, N/38‐0‐0/UKN, O/38‐0‐0/UKN, M/38‐0‐0/UKN, L/38‐0‐0/UKN Max Down P=1152(LC No. 11‐0.6D+MWFRS R to L), K=407(LC No. 1‐D+Lr), N=1877(LC No. 1‐D+Lr), O=734(LC No. 2‐D+Unbal.Lr L), M=1861(LC No. 1‐D+Lr), L=753(LC No. 3‐D+Unbal.Lr R) Max Uplift P=‐991(LC No. 10‐0.6D+MWFRS L to R), K=‐66(LC No. 15‐0.6D+MWFRS 3E R), N=‐504(LC No. 11‐0.6D+MWFRS R to L), O=‐426(LC No. 14‐0.6D+MWFRS 3E L), L=‐438(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1143/979, A‐B=0/213, B‐Q=‐1231/1221, C‐Q=‐1137/1287, C‐D=‐1031/1319, D‐E=‐1014/770, E‐F=‐939/99, F‐R=‐691/79, G‐R=‐938/22, G‐S=‐969/767, H‐S=‐1012/704, H‐T=‐773/885, I‐T=‐782/858, I‐J=‐207/314, J‐K=‐364/221 BOT CHORD O‐P=‐981/833, N‐O=‐1/1, L‐M=‐1/1, K‐L=‐1/1 WEBS B‐O=‐871/1028, C‐O=‐1006/609, D‐N=‐1835/502, H‐M=‐1820/0, I‐L=‐978/794, J‐L=0/0, E‐G=‐733/1122 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 583.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 981 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U11

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:41 2016 Page 1 Galvanization = G60 Truss weight = 294 lbs

SCREW QTY (Total = 114 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:2, F‐E:2, F‐G:2, J‐L:2, L‐J:2, Q‐B:4 WEBS B‐P:2, C‐O:2, C‐P:2, D‐O:4, E‐G:2, G‐E:3, H‐N:3, I‐M:2, J‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required V

U 12.00 12

W H

D 21-2-2

1-11-6

I 16

LABEL U11L 12-2-7

12-5-3

2 4

3 10 8

P Replace BC with 3-1/2" x 1-1/2"Qx 54 mil Bent AngleO SCREW QTY CHORDS WEBS

LABEL X U11R

2 2

6-2-2

5-10-8

7-7-6

7-4-10

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

27-0-10

33-0-8

39-4-0

1-8-10

16-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐M:5, O‐P:10 N M‐I:5, M‐J:2, N‐H:5, O‐C:3, O‐D:8, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐8‐13 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.35 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.06 A >742 Vert(TL) 0.04 A >961 Horz(TL) 0.34 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐Q 362 USWD 046 50, F‐K 55 USD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐O 362 USWD 057 50

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, O/35‐4‐0/UKN, P/35‐4‐0/UKN, N/35‐4‐0/UKN, M/35‐4‐0/UKN Max Down Q=1015(LC No. 2‐D+Unbal.Lr L), L=626(LC No. 1‐D+Lr), O=2779(LC No. 1‐D+Lr), P=1250(LC No. 2‐D+Unbal.Lr L), N=1389(LC No. 1‐D+Lr), M=893(LC No. 3‐D+Unbal.Lr R) Max Uplift Q=‐740(LC No. 10‐0.6D+MWFRS L to R), L=‐296(LC No. 15‐0.6D+MWFRS 3E R), O=‐998(LC No. 11‐0.6D+MWFRS R to L), P=‐491(LC No. 14‐0.6D+MWFRS 3E L), M=‐382(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐939/816, A‐B=0/161, B‐R=‐719/995, C‐R=‐506/1029, C‐S=‐1279/1452, D‐S=‐897/1047, D‐T=‐848/776, E‐T=‐795/797, E‐U=‐692/0, F‐U=‐544/0, F‐V=‐484/37, G‐V=‐626/0, G‐W=‐773/782, H‐W=‐794/729, H‐I=‐756/1097, I‐X=‐87/573, J‐X=‐245/441, J‐K=0/142, J‐L=‐548/572 BOT CHORD P‐Q=‐756/745, O‐P=‐265/405, M‐N=‐1/2, L‐M=‐1/2 WEBS D‐O=‐2180/642, C‐O=‐673/441, C‐P=‐1109/728, B‐P=‐716/543, H‐N=‐1314/0, I‐M=‐946/656, J‐M=0/0, E‐G=‐733/1265 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 756 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) S. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U12

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:44 2016 Page 1 Galvanization = G60 Truss weight = 294 lbs

6-2-2

5-10-8

7-6-0

5-11-14

6-3-8

1-8-10

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

33-0-8

39-4-0

41-0-10

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required V

U 12.00 12

W H

D 21-2-2

1-11-6

I 16

LABEL U12L 12-2-7

12-5-3

2 4

3 10 8

P Replace BC with 3-1/2" x 1-1/2"Qx 54 mil Bent AngleO SCREW QTY CHORDS WEBS

LABEL X U12R

2 2

6-2-2

5-10-8

7-7-6

7-4-10

5-11-14

6-3-8

6-2-2

12-0-10

19-8-0

27-0-10

33-0-8

39-4-0

1-8-10

16-0-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

‐M:5, O‐P:10 N M‐I:5, M‐J:2, N‐H:5, O‐C:3, O‐D:8, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 6‐8‐13 Code IBC2009 AISI‐S100/S214

CSI TC 0.77 BC 0.35 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) 0.06 A >742 Vert(TL) 0.04 A >961 Horz(TL) 0.34 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐Q 362 USWD 046 50, F‐K 55 USD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐O 362 USWD 057 50

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U13

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:47 2016 Page 1 Galvanization = G60 Truss weight = 243 lbs

SCREW QTY (Total = 81 ). All Screws Are #12‐14 T/3 CHORDS B‐Q:3, F‐E:2, F‐G:2, J‐L:2, L‐J:3, Q‐B:4 WEBS B‐P:2, C‐P:3, D‐O:4, E‐G:4, G‐E:4, H‐N:4, I‐M:3, J‐M:2 1-8-10

6-3-8

5-11-14

7-6-0

5-10-8

6-2-2

1-11-6

-1-8-10

6-3-8

12-3-6

19-9-6

27-3-6

33-1-14

39-4-0

41-3-6

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

U 12.00 12

W H

SD 4

16-0-0

21-2-2

C 3

I 3

B A 43

12-2-7

2 3

Q x 54 milPBent Angle O Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

X LABEL U13R

2 3

1-11-6

1-8-10

LABEL U13L 12-5-3

LReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-3-8

5-11-14

7-4-10

7-7-6

5-10-8

6-2-2

6-3-8

12-3-6

19-8-0

27-3-6

33-1-14

39-4-0

‐M:6, O‐P:6 N M‐I:5, M‐J:2, N‐H:6, O‐D:6, P‐B:3, P‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.88 BC 0.21 WB 0.90

DEFL (in) (loc) l/defl Vert(LL) 0.03 A >999 Vert(TL) 0.05 A >783 Horz(TL) 0.49 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐Q 362 USWD 046 50, J‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F,F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐O, H‐N

REACTIONS (jt/size/material)Q/2‐0‐0/CON, L/2‐0‐0/CON, N/35‐4‐0/UKN, O/35‐4‐0/UKN, P/35‐4‐0/UKN, M/35‐4‐0/UKN Q=969(LC No. 11‐0.6D+MWFRS R to L), L=741(LC No. 1‐D+Lr), N=1689(LC No. 1‐D+Lr), O=1686(LC No. 1‐D+Lr), P=883(LC No. 2‐D+Unbal.Lr L), M=839(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift Q=‐978(LC No. 10‐0.6D+MWFRS L to R), L=‐391(LC No. 15‐0.6D+MWFRS 3E R), O=‐405(LC No. 11‐0.6D+MWFRS R to L), P=‐440(LC No. 14‐0.6D+MWFRS 3E L), M=‐432(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐Q=‐962/966, A‐B=0/169, B‐R=‐1120/1289, C‐R=‐1015/1357, C‐S=‐883/1398, D‐S=‐731/1368, D‐T=‐961/885, E‐T=‐922/948, E‐U=‐827/0, F‐U=‐652/2, F‐V=‐652/70, G‐V=‐827/15, G‐W=‐922/947, H‐W=‐961/884, H‐I=‐875/1358, I‐X=‐105/729, J‐X=‐300/575, J‐K=0/192, J‐L=‐695/744 BOT CHORD M‐N=‐1/1, L‐M=‐1/1, P‐Q=‐885/897, O‐P=‐1/1 WEBS D‐O=‐1642/402, H‐N=‐1645/0, B‐P=‐920/908, C‐P=‐1114/780, I‐M=‐1089/748, J‐M=0/0, E‐G=‐832/1499 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 607.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 897 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U14

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:49 2016 Page 1 Galvanization = G60 Truss weight = 31 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 1-11-6

3-10-1

-1-11-5

3-10-1

C 2

12.00 12 5-6-15

5-9-7

1-11-6

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-10-1 3-10-1

SCREW QTY WEBS

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐7 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.07 WB 0.05

DEFL (in) (loc) l/defl Vert(LL) 0.10 A >447 Vert(TL) 0.08 A >545 Horz(TL) ‐0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐E 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/0‐6‐0/UKN, D/0‐6‐0/UKN Max Down E=567(LC No. 1‐D+Lr), D=180(LC No. 1‐D+Lr) D=‐141(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐535/0, A‐B=0/178, B‐C=‐203/136, C‐D=‐234/73 BOT CHORD D‐E=‐431/164 WEBS B‐D=‐220/577 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 19.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 280 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U15

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:52 2016 Page 1 Galvanization = G60 Truss weight = 319 lbs

SCREW QTY (Total = 119 ). All Screws Are #12‐14 T/3 CHORDS B‐R:2, G‐F:2, G‐H:2, K‐L:2, L‐K:2, R‐B:2 WEBS B‐Q:2, C‐P:2, C‐Q:2, D‐P:7, E‐O:2, F‐H:2, H‐F:2, I‐N:2, J‐M:2, K‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

4-11-14

4-8-6

0-7-2

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

32-0-8

36-8-14

37-4-0

525USJD073x8 G 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

U 12.00 12

V I

D 7

K 10-5-3

12-2-7

J LABEL U17R

16 2

2 2

212

R x 54 mil Q O Replace BC with 3-1/2" x 1-1/2" BentP Angle SCREW QTY CHORDS WEBS

2 2

4-3-12

1-11-6

LABEL S U17L

16-0-0

21-2-2

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

15-0-0

4-11-14

4-8-6

0-7-2

6-2-2

12-0-10

27-0-10

32-0-8

36-8-14

37-4-0

‐M:3, O‐P:4 N M‐J:2, M‐K:2, N‐I:3, O‐E:4, P‐C:2, P‐D:12, Q‐B:2, Q‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐5‐11 Code IBC2009 AISI‐S100/S214

CSI TC 0.29 BC 0.13 WB 0.86

DEFL (in) (loc) l/defl Vert(LL) 0.02 A >999 Vert(TL) ‐0.02 Q‐R >999 Horz(TL) 0.11 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐R 362 USWD 046 50, K‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐G,G‐K BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 E‐O Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc I‐N Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 D‐P Attach to back of member over entire available length w/4 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)R/2‐0‐0/CON, L/34‐8‐14/UKN, N/34‐8‐14/UKN, Q/34‐8‐14/UKN, O/34‐8‐14/UKN, M/34‐8‐14/UKN, P/34‐8‐14/UKN Max Down R=448(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), L=155(LC No. 1‐D+Lr), N=725(LC No. 1‐D+Lr), Q=447(LC No. 1‐D+Lr), O=1024(LC No. 1‐D+Lr), M=329(LC No. 3‐D+Unbal.Lr R), P=3605(LC No. 2‐D+Unbal.Lr L) Max Uplift R=‐327(LC No. 10‐0.6D+MWFRS L to R), L=‐21(LC No. 15‐0.6D+MWFRS 3E R), Q=‐78(LC No. 11‐0.6D+MWFRS R to L), O=‐236(LC No. 11‐0.6D+MWFRS R to L), M=‐169(LC No. 15‐0.6D+MWFRS 3E R), P=‐615(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐R=‐423/321, A‐B=0/83, B‐S=‐450/423, C‐S=‐390/462, C‐D=‐412/427, D‐E=‐406/516, E‐T=‐391/271, F‐T=‐359/298, F‐G=‐357/29, G‐U=‐260/29, H‐U=‐336/5, H‐V=‐355/299, I‐V=‐382/271, I‐W=‐229/332, J‐W=‐284/318, J‐K=‐70/107, K‐L=‐127/73 BOT CHORD M‐N=‐1/1, L‐M=‐1/1, Q‐R=‐397/326, P‐Q=‐42/104, O‐P=‐1/1 WEBS B‐Q=‐294/367, C‐Q=‐372/89, E‐O=‐996/234, I‐N=‐692/0, J‐M=‐362/309, K‐M=0/0, C‐P=‐366/149, F‐H=‐284/446, D‐P=‐3224/602 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 490.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 397 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) D. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Continued on page 2 Except:

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U16

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:55 2016 Page 1 Galvanization = G60 Truss weight = 246 lbs

SCREW QTY (Total = 101 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, F‐E:2, F‐G:2, J‐K:2, K‐J:2, P‐B:3 WEBS B‐O:2, C‐N:2, C‐O:2, D‐N:4, E‐G:2, G‐E:2, H‐M:4, I‐L:2, J‐L:2 1-11-6

6-2-2

5-10-8

7-6-0

4-11-14

5-3-8

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

32-0-8

37-4-0

525USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

S 12.00 12

GT U H

2 16

12-2-7

I LABEL U16R

10-5-3

2 2

2 2 3

2 5 6

P x 54 mil O N Replace BC with 3-1/2" x 1-1/2" Bent Angle SCREW QTY CHORDS WEBS

3-8-10

1-11-6

LABEL Q U16L

16-0-0

21-2-2

K Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

15-0-0

4-11-14

5-3-8

6-2-2

12-0-10

27-0-10

32-0-8

37-4-0

‐L:5, N‐O:6 M L‐I:3, L‐J:2, M‐H:5, N‐C:2, N‐D:5, O‐B:3, O‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐5‐11 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.18 WB 0.70

DEFL (in) (loc) l/defl Vert(LL) 0.03 A >999 Vert(TL) 0.04 A >995 Horz(TL) 0.41 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

REACTIONS (jt/size/material)P/2‐0‐0/CON, K/35‐4‐0/UKN, M/35‐4‐0/UKN, O/35‐4‐0/UKN, N/35‐4‐0/UKN, L/35‐4‐0/UKN Max Down P=767(LC No. 2‐D+Unbal.Lr L), K=321(LC No. 1‐D+Lr), M=1453(LC No. 1‐D+Lr), O=468(LC No. 2‐D+Unbal.Lr L), N=1589(LC No. 1‐D+Lr), L=592(LC No. 3‐D+Unbal.Lr R) Max Uplift P=‐525(LC No. 10‐0.6D+MWFRS L to R), K=‐50(LC No. 15‐0.6D+MWFRS 3E R), O=‐173(LC No. 14‐0.6D+MWFRS 3E L), N=‐606(LC No. 11‐0.6D+MWFRS R to L), L=‐357(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐735/515, A‐B=0/166, B‐Q=‐769/711, C‐Q=‐681/786, C‐D=‐802/1009, D‐R=‐791/566, E‐R=‐736/621, E‐F=‐718/55, F‐S=‐566/68, G‐S=‐718/19, G‐T=‐734/616, T‐U=‐747/603, H‐U=‐788/561, H‐V=‐515/724, I‐V=‐625/697, I‐J=‐162/245, J‐K=‐287/171 BOT CHORD L‐M=‐1/1, K‐L=‐1/1, O‐P=‐803/667, N‐O=‐175/191 WEBS B‐O=‐493/649, C‐O=‐511/307, D‐N=‐1427/372, H‐M=‐1421/0, I‐L=‐787/660, J‐L=0/0, C‐N=‐317/291, E‐G=‐600/931 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 506.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 803 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U17

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:09:58 2016 Page 1 Galvanization = G60 Truss weight = 321 lbs

SCREW QTY (Total = 117 ). All Screws Are #12‐14 T/3 CHORDS B‐R:2, G‐F:2, G‐H:2, K‐L:2, L‐K:2, R‐B:2 WEBS B‐Q:2, C‐P:2, C‐Q:2, D‐P:6, E‐O:2, F‐H:2, H‐F:2, I‐N:2, J‐M:2, K‐M:2 1-11-6

6-2-2

5-10-8

7-6-0

4-11-14

4-8-6

0-7-2

-1-11-5

6-2-2

12-0-10

19-6-10

27-0-10

32-0-8

36-8-14

37-4-0

525USJD073x8 G 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

U 12.00 12

V I

D 6

K 10-5-3

12-2-7

J LABEL U17R

14 2

2 2

213

R x 54 mil Q O Replace BC with 3-1/2" x 1-1/2" BentP Angle SCREW QTY CHORDS WEBS

2 2

4-3-12

1-11-6

LABEL S U17L

16-0-0

21-2-2

L Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-2-2

5-10-8

15-0-0

4-11-14

4-8-6

0-7-2

6-2-2

12-0-10

27-0-10

32-0-8

36-8-14

37-4-0

‐M:3, O‐P:4 N M‐J:2, M‐K:2, N‐I:3, O‐E:4, P‐C:2, P‐D:13, Q‐B:2, Q‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐5‐11 Code IBC2009 AISI‐S100/S214

CSI TC 0.28 BC 0.13 WB 0.74

DEFL (in) (loc) l/defl Vert(LL) 0.02 A >999 Vert(TL) ‐0.02 Q‐R >999 Horz(TL) 0.12 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 073 50 *Except* B‐R 362 USWD 046 50, K‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 *Except* D‐P 362 USWD 057 50

BRACING TOP CHORD Sheathed A‐G,G‐K BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 E‐O Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc I‐N Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐54 D‐P Attach to back of member over entire available length w/3 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)R/2‐0‐0/CON, L/34‐8‐14/UKN, N/34‐8‐14/UKN, Q/34‐8‐14/UKN, O/34‐8‐14/UKN, M/34‐8‐14/UKN, P/34‐8‐14/UKN Max Down R=446(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), L=156(LC No. 1‐D+Lr), N=728(LC No. 1‐D+Lr), Q=418(LC No. 1‐D+Lr), O=985(LC No. 1‐D+Lr), M=328(LC No. 3‐D+Unbal.Lr R), P=3677(LC No. 2‐D+Unbal.Lr L) Max Uplift R=‐326(LC No. 10‐0.6D+MWFRS L to R), L=‐21(LC No. 15‐0.6D+MWFRS 3E R), Q=‐75(LC No. 11‐0.6D+MWFRS R to L), O=‐231(LC No. 11‐0.6D+MWFRS R to L), M=‐169(LC No. 15‐0.6D+MWFRS 3E R), P=‐627(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐R=‐421/321, A‐B=0/83, B‐S=‐451/421, C‐S=‐391/461, C‐D=‐396/419, D‐E=‐403/511, E‐T=‐390/271, F‐T=‐358/298, F‐G=‐358/29, G‐U=‐264/30, H‐U=‐340/6, H‐V=‐355/299, I‐V=‐383/271, I‐W=‐229/332, J‐W=‐284/318, J‐K=‐70/107, K‐L=‐127/73 BOT CHORD M‐N=‐1/1, L‐M=‐1/1, Q‐R=‐397/326, P‐Q=‐41/95, O‐P=‐1/1 WEBS B‐Q=‐292/368, C‐Q=‐340/83, E‐O=‐957/230, I‐N=‐695/0, J‐M=‐361/309, K‐M=0/0, C‐P=‐332/145, F‐H=‐283/445, D‐P=‐3328/621 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 490.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 397 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) D. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Continued on page 2 Except:

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U18

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:03 2016 Page 1 Galvanization = G60 Truss weight = 284 lbs

SCREW QTY (Total = 103 ). All Screws Are #12‐14 T/3 CHORDS A‐R:2, D‐C:2, D‐E:2, I‐J:3, J‐I:4, R‐A:2 WEBS A‐Q:2, B‐Q:2, C‐O:3, C‐P:6, D‐O:2, E‐N:2, E‐O:3, F‐N:3, H‐K:3, I‐K:3 4-6-3

4-2-9

6-7-14

0-1-13 4-0-0

6-1-8

6-5-2

4-6-3

8-8-11

15-4-10

15-6-7 19-6-7

25-7-15

32-1-1

525USJD073x8 D

2 2 2 6

1-0-15

2 2

32 2

2 2

3 3

FG V

325USJD073x12 R Q PO

3 3

15-0-0

N 525USJD073x12 M 12.00 12 14-11-14

24-7-3

12.00 12

A 2

H W 3

SCREW QTY CHORDS WEBS

25-2-9 L

3 4

4 3

1-5-6

Dropped Leg to be shipped loose installed in 5field

J Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-6-3

2-5-5 1-9-3

6-9-11

4-0-0

6-1-8

6-5-2

4-6-3

6-11-8 8-8-12

15-6-7

19-6-7

25-7-15

32-1-1

‐M:3, L‐M:5, M‐N:3, N‐M:2, N‐O:3, P‐O:2, P‐Q:2 G K‐H:6, K‐I:4, N‐E:2, N‐F:3, O‐C:3, O‐D:2, O‐E:3, P‐C:6, P‐S:6, Q‐A:2, Q‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐6‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.38 WB 0.92

DEFL (in) (loc) l/defl Vert(LL) 0.06 M‐N >999 Vert(TL) ‐0.10 Q >40 Horz(TL) 0.08 S n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* I‐J 362 USWD 046 50, A‐D 55 USD 046 50, A‐R 362 USWD 046 50 BOT CHORD 55 USD 046 50 *Except* J‐L 35 USD 035 50, G‐L 362 USWD 046 50, M‐N 35 USD 046 50 WEBS 362 USWD 046 50 *Except* C‐S 60 USWD 073 50

BRACING TOP CHORD Sheathed A‐D,D‐I BOT CHORD Sheathed J‐L,N‐P 6‐0‐0 on center bracing M‐N,P‐R WEBS 1 Row at midpt on both side P‐S, C‐P

REACTIONS (jt/size/material)J/13‐0‐0/UKN, L/13‐0‐0/UKN, K/13‐0‐0/UKN, S/0‐6‐0/UKN Max Down J=1021(LC No. 10‐0.6D+MWFRS L to R), L=1440(LC No. 3‐D+Unbal.Lr R), K=1304(LC No. 1‐D+Lr), S=2708(LC No. 1‐D+Lr) Max Uplift J=‐687(LC No. 11‐0.6D+MWFRS R to L), L=‐415(LC No. 10‐0.6D+MWFRS L to R), K=‐454(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal L=65(LC No. 11‐0.6D+MWFRS R to L), K=‐915(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐R=‐62/180, A‐B=‐184/825, B‐T=0/812, C‐T=0/1081, C‐D=‐443/508, D‐U=‐286/576, E‐U=‐358/261, E‐F=‐1533/484, F‐G=‐641/422, G‐V=‐748/871, H‐V=‐919/863, H‐W=‐1060/1173, I‐W=‐1221/1165, I‐J=‐1024/684 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, L‐M=‐1391/412, G‐M=‐1333/541, M‐N=‐206/164, Q‐R=‐4/3, P‐Q=‐527/302, O‐P=‐527/302, N‐O=‐613/988 WEBS I‐K=‐933/987, H‐K=‐1255/773, F‐N=‐530/1044, E‐N=‐287/481, D‐O=‐572/121, B‐Q=‐209/239, A‐Q=‐535/306, P‐S=‐2708/516, C‐P=‐2460/378, E‐O=‐1258/700, C‐O=‐140/1085 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 336.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U19

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:06 2016 Page 1 Galvanization = G60 Truss weight = 186 lbs

SCREW QTY (Total = 58 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, F‐E:2, F‐G:2, I‐H:2 WEBS D‐N:2, D‐O:2, E‐N:2, G‐M:2, H‐L:2, H‐M:2 0-8-0

6-8-4

6-7-12

2-8-0

6-7-12

6-8-4

0-8-0

-0-8-0

6-8-4

13-4-0

16-0-0

18-8-0

25-3-12

32-0-0

32-8-0

325USJD073x8 F 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required.

E 12.00 12

16-5-8

525USJD073x4

D P

0-6-10

3 5

KIJ

Replace BC with 3-1/2" x 1-1/2" x 54 Omil Bent Angle N

SCREW QTY CHORDS WEBS

700USJD073x4

0-8-0

LABEL U19R 13-5-13

LABEL U19L

13-5-13 CA 2 2 B

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-8-4

6-7-12

5-4-0

6-7-12

6-8-4

13-4-0

18-8-0

25-3-12

32-0-0

‐O:2, I‐L:2, M‐L:5, N‐O:5 C L‐H:3, M‐G:3, M‐H:2, N‐D:2, N‐E:3, O‐D:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.25 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) ‐0.06 A >219 Vert(TL) 0.07 K >207 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 OTHERS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F, F‐K BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐N, G‐M

REACTIONS (jt/size/material)C/32‐0‐0/UKN, N/32‐0‐0/UKN, M/32‐0‐0/UKN, L/32‐0‐0/UKN, O/32‐0‐0/UKN, I/32‐0‐0/UKN, I/32‐0‐0/UKN C=815(LC No. 1‐D+Lr), N=1030(LC No. 2‐D+Unbal.Lr L), M=1037(LC No. 3‐D+Unbal.Lr R), L=734(LC No. 1‐D+Lr), O=753(LC No. 1‐D+Lr), I=816(LC No. 1‐D+Lr), I=816(LC No. 1‐D+Lr) Max Down Max Uplift N=‐344(LC No. 14‐0.6D+MWFRS 3E L), M=‐347(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal C=455(LC No. 14‐0.6D+MWFRS 3E L), N=‐241(LC No. 2‐D+Unbal.Lr L), M=237(LC No. 3‐D+Unbal.Lr R), L=4(LC No. 10‐0.6D+MWFRS L to R), O=‐2(LC No. 10‐0.6D+MWFRS L to R), I=‐464(LC No. 15‐0.6D+MWFRS 3E R), I=‐292(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐P=‐620/257, D‐P=‐571/486, D‐Q=‐540/245, Q‐R=‐272/231, E‐R=‐406/413, E‐F=‐301/37, F‐G=‐304/39, G‐S=‐403/417, S‐T=‐294/249, H‐T=‐544/249, H‐U=‐575/486, I‐U=‐756/263, I‐J=0/81, J‐K=0/56 BOT CHORD C‐O=‐4/3, N‐O=0/0, L‐M=0/0, I‐L=‐6/4 WEBS E‐N=‐786/503, G‐M=‐797/511, H‐M=‐608/493, H‐L=‐570/22, D‐O=‐586/20, D‐N=‐621/505 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 365.8 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U20

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:12 2016 Page 1 Galvanization = G60 Truss weight = 147 lbs

SCREW QTY (Total = 68 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, G‐F:2, G‐H:2, K‐J:2 WEBS D‐P:2, D‐Q:2, E‐P:3, F‐H:3, H‐F:3, I‐O:3, J‐N:2, J‐O:2 0-8-0

4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

0-8-0

-0-8-0

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

31-4-0

525USJ073x8 G 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. T

12.00 12

H I

11-0-0

15-8-2

700USJ073x6 R D 2

A BC

9-5-8 2

LABEL U20L

LABEL U20R

9-5-8

2 5

5 2

M KL

Replace BC with 3-1/2" x 1-1/2" x Q 54 mil Bent P Angle

SCREW QTY CHORDS WEBS

0-8-0

U 700USJ073x6 J 2

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

‐Q:4, K‐N:4, O‐N:5, P‐Q:5 C N‐J:2, O‐I:5, O‐J:2, P‐D:2, P‐E:5, Q‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.14 WB 0.87

DEFL (in) (loc) l/defl Vert(LL) 0.01 K‐N >999 Vert(TL) ‐0.02 K‐N >999 Horz(TL) 0.16 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* D‐P 25 USW 046 50, E‐P 30 USW 057 50, I‐O 30 USW 057 50, J‐O 25 USW 046 50

BRACING TOP CHORD Sheathed A‐G, G‐M BOT CHORD Rigid ceiling directly applied E‐P, I‐O, F‐H WEBS 1 Row at midpt

REACTIONS (jt/size/material)C/2‐0‐0/CON, P/26‐8‐0/UKN, Q/26‐8‐0/UKN, O/26‐8‐0/UKN, N/26‐8‐0/UKN, K/2‐0‐0/CON Max Down C=562(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), P=1436(LC No. 1‐D+Lr), Q=427(LC No. 2‐D+Unbal.Lr L), O=1436(LC No. 1‐D+Lr), N=427(LC No. 3‐D+Unbal.Lr R), K=552(LC No. 3‐D+Unbal.Lr R) Max Uplift C=‐441(LC No. 10‐0.6D+MWFRS L to R), P=‐439(LC No. 11‐0.6D+MWFRS R to L), Q=‐188(LC No. 15‐0.6D+MWFRS 3E R), N=‐209(LC No. 15‐0.6D+MWFRS 3E R), K=‐223(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐D=‐763/845, D‐R=‐715/882, E‐R=‐616/982, E‐F=‐765/685, F‐S=‐689/0, G‐S=‐561/68, G‐T=‐561/67, H‐T=‐689/0, H‐I=‐765/685, I‐U=‐516/795, J‐U=‐629/824, J‐K=‐332/525, K‐L=0/77, L‐M=0/50 BOT CHORD C‐Q=‐101/138, P‐Q=‐101/140, N‐O=‐84/140, K‐N=‐84/133 WEBS D‐Q=‐481/409, D‐P=‐212/153, E‐P=‐1281/323, I‐O=‐1281/0, J‐O=‐212/127, J‐N=‐481/412, F‐H=‐565/996 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 334.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 688 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U21

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:17 2016 Page 1 Galvanization = G60 Truss weight = 141 lbs

SCREW QTY (Total = 95 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:3, B‐N:3, C‐M:3, D‐F:2, F‐D:2, G‐L:3, H‐K:2, H‐L:2 4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

525USJ073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. R

12.00 12

F G

15-8-2

C 3

3 3

LABEL U21L

H 2

LABEL U21R

9-5-8

A 2

9-5-8

4 5 6

5 2

O N Bent Angle M Replace BC with 3-1/2" x 1-1/2" x 54 mil SCREW QTY CHORDS WEBS

0-8-0

11-0-0

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

L ‐K:5, M‐N:6 K‐H:4, L‐G:5, L‐H:2, M‐B:4, M‐C:5, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.14 WB 0.87

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.01 N‐O >999 Horz(TL) 0.18 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 *Except* A‐O 30 USW 046 50, I‐J 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* C‐M 30 USW 057 50, G‐L 30 USW 057 50, H‐L 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐I

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐M, G‐L, D‐F UST Brace B‐N, B‐M Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)O/2‐0‐0/CON, M/26‐8‐0/UKN, N/26‐8‐0/UKN, L/26‐8‐0/UKN, K/26‐8‐0/UKN, J/2‐0‐0/CON Max Down O=320(LC No. 1‐D+Lr), M=1769(LC No. 10‐0.6D+MWFRS L to R), N=1334(LC No. 11‐0.6D+MWFRS R to L), L=1311(LC No. 1‐D+Lr), K=710(LC No. 3‐D+Unbal.Lr R), J=320(LC No. 1‐D+Lr) Max Uplift O=‐67(LC No. 14‐0.6D+MWFRS 3E L), M=‐1116(LC No. 11‐0.6D+MWFRS R to L), N=‐1238(LC No. 10‐0.6D+MWFRS L to R), K=‐303(LC No. 15‐0.6D+MWFRS 3E R), J=‐66(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐173/272, B‐P=‐735/867, C‐P=‐633/948, C‐D=‐771/625, D‐Q=‐689/0, E‐Q=‐562/76, E‐R=‐562/75, F‐R=‐689/0, F‐G=‐771/625, G‐S=‐530/698, H‐S=‐644/696, H‐I=‐172/272, A‐O=‐298/196, I‐J=‐297/195 BOT CHORD N‐O=‐692/693, M‐N=‐691/693, K‐L=‐1/1, J‐K=‐1/1 WEBS B‐N=‐1350/1242, B‐M=‐1048/1046, C‐M=‐1277/330, G‐L=‐1277/0, H‐L=‐1/1, H‐K=‐800/623, D‐F=‐577/899 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 308.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 692 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U22

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:22 2016 Page 1 Galvanization = G60 Truss weight = 141 lbs

SCREW QTY (Total = 95 ). All Screws Are #12‐14 T/3 CHORDS A‐O:2, E‐D:2, E‐F:2, I‐J:2, J‐I:2, O‐A:2 WEBS B‐M:3, B‐N:3, C‐M:3, D‐F:2, F‐D:2, G‐L:3, H‐K:2, H‐L:2 4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

525USJ073x8 E 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. R

12.00 12

F G

15-8-2

C 3

3 3

LABEL U22L

H 2

LABEL U22R

9-5-8

A 2

9-5-8

4 5 6

5 2

O N Bent Angle M Replace BC with 3-1/2" x 1-1/2" x 54 mil SCREW QTY CHORDS WEBS

0-8-0

11-0-0

JReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-9-10

4-6-6

6-0-0

4-6-6

4-9-10

9-4-0

15-4-0

21-4-0

25-10-6

30-8-0

L ‐K:5, M‐N:6 K‐H:4, L‐G:5, L‐H:2, M‐B:4, M‐C:5, N‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.56 BC 0.14 WB 0.87

DEFL (in) (loc) l/defl Vert(LL) 0.01 J‐K >999 Vert(TL) ‐0.01 N‐O >999 Horz(TL) 0.18 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

BRACING TOP CHORD Sheathed A‐E,E‐I

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U23

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:24 2016 Page 1 Galvanization = G60 Truss weight = 84 lbs

SCREW QTY (Total = 54 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, C‐D:2, D‐C:2, F‐A:5 WEBS B‐E:3, B‐F:4 6-4-1

6-4-1

12-8-3

A G 2

13-11-1

12.00 12

B 4 3

C 5

F SCREW QTY WEBS

2 2

1-5-6

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-4-1

12-8-3

E‐B:5, F‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.21 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

REACTIONS (jt/size/material)F/12‐8‐3/UKN, D/12‐8‐3/UKN, E/12‐8‐3/UKN Max Down F=469(LC No. 21‐D+0.75S+0.75L+0.75MWFRS 2E R), D=372(LC No. 1‐D+Lr), E=1236(LC No. 1‐D+Lr) Max Uplift F=‐665(LC No. 15‐0.6D+MWFRS 3E R), D=‐99(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐366/267, A‐G=‐198/243, B‐G=‐381/225, B‐C=‐216/385, C‐D=‐372/277 BOT CHORD E‐F=0/0, D‐E=‐1/1 WEBS B‐E=‐1222/442, B‐F=‐1173/1498 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 51.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U24

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:27 2016 Page 1 Galvanization = G60 Truss weight = 93 lbs

SCREW QTY (Total = 80 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, F‐E:2, F‐G:2, I‐H:2 WEBS D‐M:4, E‐G:3, G‐E:3, H‐L:4 0-8-0

6-6-4

6-5-12

6-6-4

0-8-0

-0-8-0

6-6-4

13-0-0

19-5-12

26-0-0

26-8-0

525USJ073x8 F P E

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required G

R H

O D 700USJ073x6

C BA

700USJ073x6

LABEL U24R 2

KI J

M Angle Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent

SCREW QTY CHORDS WEBS

0-8-0

LABEL U24L

10-0-0

13-4-2

12.00 12

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-6-4

6-5-12

6-6-4

13-0-0

19-5-12

26-0-0

‐M:2, I‐L:2, L‐I:6, M‐C:6 C L‐H:6, M‐D:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.89 BC 0.27 WB 0.85

DEFL (in) (loc) l/defl Vert(LL) 0.05 I‐L >999 Vert(TL) ‐0.10 I‐L >770 Horz(TL) 0.56 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐F, F‐K BOT CHORD Rigid ceiling directly applied WEBS UST Brace D‐M, H‐L Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)C/2‐0‐0/CON, M/22‐0‐0/UKN, L/22‐0‐0/UKN, I/2‐0‐0/CON Max Down C=534(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), M=1598(LC No. 1‐D+Lr), L=1598(LC No. 1‐D+Lr), I=443(LC No. 3‐D+Unbal.Lr R) Max Uplift C=‐549(LC No. 10‐0.6D+MWFRS L to R), M=‐354(LC No. 11‐0.6D+MWFRS R to L), I=‐306(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐N=‐752/940, D‐N=‐625/970, D‐O=‐703/538, E‐O=‐679/622, E‐P=‐716/0, F‐P=‐502/0, F‐Q=‐475/87, G‐Q=‐716/62, G‐R=‐679/622, H‐R=‐703/539, H‐S=‐152/572, I‐S=‐231/528, I‐J=0/77, J‐K=0/50 BOT CHORD C‐M=‐6/7, I‐L=‐6/7 WEBS D‐M=‐1535/350, H‐L=‐1535/0, E‐G=‐578/1175 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 243.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 580 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U25

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:30 2016 Page 1 Galvanization = G60 Truss weight = 115 lbs

SCREW QTY (Total = 62 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, G‐F:2, G‐H:2, K‐L:2, L‐K:2 WEBS D‐O:2, D‐P:2, E‐O:2, F‐H:3, H‐F:3, I‐N:2, J‐M:2, J‐N:2 0-8-0

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

-0-8-0

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

325USJ073x8 G S F

12.00 12

T Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. H 3 I

E 2

R 700USJ073x4

Q 2 2

A C B

J 2 2

LABEL U25L

LABEL 9-5-8 U25R

3 4

6 2

Replace BC with 3-1/2" x 1-1/2" x 54Pmil Bent Angle O

SCREW QTY CHORDS WEBS

K 2

0-8-0

9-5-8

11-0-0

13-5-8

LReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

‐P:6, N‐M:3, O‐P:4 C M‐J:4, N‐I:3, N‐J:2, O‐D:2, O‐E:3, P‐D:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.15 WB 0.80

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >644 Vert(TL) 0.03 A >473 Horz(TL) 0.17 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* K‐L 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* F‐H 25 USW 046 50, D‐O 25 USW 046 50, J‐N 25 USW 046 50

BRACING TOP CHORD Sheathed A‐G,G‐K BOT CHORD Rigid ceiling directly applied E‐O, I‐N WEBS 1 Row at midpt

REACTIONS (jt/size/material)L/2‐0‐0/CON, C/2‐0‐0/CON, O/22‐0‐0/UKN, N/22‐0‐0/UKN, M/22‐0‐0/UKN, P/22‐0‐0/UKN Max Down L=291(LC No. 1‐D+Lr), C=547(LC No. 2‐D+Unbal.Lr L), O=1031(LC No. 1‐D+Lr), N=887(LC No. 1‐D+Lr), M=821(LC No. 3‐D+Unbal.Lr R), P=525(LC No. 2‐D+Unbal.Lr L) Max Uplift L=‐65(LC No. 15‐0.6D+MWFRS 3E R), C=‐309(LC No. 10‐0.6D+MWFRS L to R), O=‐414(LC No. 11‐0.6D+MWFRS R to L), M=‐290(LC No. 15‐0.6D+MWFRS 3E R), P=‐175(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐637/658, D‐Q=‐687/720, Q‐R=‐629/778, E‐R=‐490/774, E‐F=‐620/589, F‐S=‐397/0, G‐S=‐288/0, G‐T=‐277/58, H‐T=‐397/11, H‐I=‐620/590, I‐U=‐408/697, U‐V=‐627/776, J‐V=‐685/717, J‐K=‐159/273, K‐L=‐273/181 BOT CHORD C‐P=‐110/157, O‐P=‐110/152, M‐N=‐1/1, L‐M=‐1/1 WEBS E‐O=‐850/292, I‐N=‐852/0, J‐M=‐872/668, D‐P=‐565/438, F‐H=‐711/1022, D‐O=‐225/163, J‐N=‐1/1 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 233.0 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 610 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U26

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:35 2016 Page 1 Galvanization = G60 Truss weight = 115 lbs

SCREW QTY (Total = 62 ). All Screws Are #12‐14 T/3 CHORDS C‐D:2, G‐F:2, G‐H:2, K‐L:2, L‐K:2 WEBS D‐O:2, D‐P:2, E‐O:2, F‐H:3, H‐F:3, I‐N:2, J‐M:2, J‐N:2 0-8-0

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

-0-8-0

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

325USJ073x8 G S F

12.00 12

T Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required. H 3 I

E 2

R 700USJ073x4

Q 2 2

A C B

J 2 2

LABEL U26L

LABEL 9-5-8 U26R

3 4

6 2

Replace BC with 3-1/2" x 1-1/2" x 54Pmil Bent Angle O

SCREW QTY CHORDS WEBS

K 2

0-8-0

9-5-8

11-0-0

13-5-8

LReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

3-8-0

4-7-12

4-8-4

9-4-0

13-0-0

16-8-0

21-3-12

26-0-0

‐P:6, N‐M:3, O‐P:4 C M‐J:4, N‐I:3, N‐J:2, O‐D:2, O‐E:3, P‐D:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.15 WB 0.80

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >644 Vert(TL) 0.03 A >473 Horz(TL) 0.17 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* K‐L 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* F‐H 25 USW 046 50, D‐O 25 USW 046 50, J‐N 25 USW 046 50

BRACING TOP CHORD Sheathed A‐G,G‐K BOT CHORD Rigid ceiling directly applied E‐O, I‐N WEBS 1 Row at midpt

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U27

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:39 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 88 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, D‐C:2, D‐E:2, G‐H:2, H‐G:2, K‐A:2 WEBS A‐J:2, B‐J:4, C‐E:3, E‐C:3, F‐I:4, G‐I:2 6-6-4

6-5-12

6-6-4

13-0-0

19-5-12

26-0-0

525USJ073x8 D N C

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required E

P F Q

13-4-2

M B L

A 2

2 2

K x 54 mil Bent Angle J Replace BC with 3-1/2" x 1-1/2" SCREW QTY CHORDS WEBS

LABEL U27R

0-8-0

LABEL U27L

10-0-0

H Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

6-6-4

6-5-12

6-6-4

13-0-0

19-5-12

26-0-0

I ‐H:6, J‐K:6 I‐F:6, I‐G:2, J‐A:2, J‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.28 WB 0.88

DEFL (in) (loc) l/defl Vert(LL) 0.04 H‐I >999 Vert(TL) ‐0.08 J‐K >965 Horz(TL) 0.55 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USC 046 50 *Except* A‐K 30 USW 046 50, G‐H 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G

BOT CHORD Rigid ceiling directly applied WEBS UST Brace B‐J, F‐I Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)K/2‐0‐0/CON, J/22‐0‐0/UKN, I/22‐0‐0/UKN, H/2‐0‐0/CON Max Down K=583(LC No. 11‐0.6D+MWFRS R to L), J=1614(LC No. 1‐D+Lr), I=1614(LC No. 1‐D+Lr), H=341(LC No. 3‐D+Unbal.Lr R) Max Uplift K=‐561(LC No. 10‐0.6D+MWFRS L to R), J=‐415(LC No. 11‐0.6D+MWFRS R to L), H=‐183(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐778/927, B‐L=‐633/937, B‐M=‐708/480, C‐M=‐685/563, C‐N=‐712/0, D‐N=‐498/0, D‐O=‐486/96, E‐O=‐712/32, E‐P=‐685/563, F‐P=‐708/480, F‐Q=‐138/450, G‐Q=‐245/412, A‐K=‐580/551, G‐H=‐427/384 BOT CHORD J‐K=‐584/584, H‐I=‐1/1 WEBS B‐J=‐1550/366, F‐I=‐1550/71, C‐E=‐598/1048, A‐J=‐586/584, G‐I=‐1/1 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 221.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 584 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U28

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:44 2016 Page 1 Galvanization = G60 Truss weight = 242 lbs

SCREW QTY (Total = 85 ). All Screws Are #12‐14 T/3 CHORDS C‐D:3, J‐K:2, K‐J:4 WEBS D‐P:3, E‐N:2, E‐O:2, G‐L:5, H‐L:2, I‐K:5, K‐I:5 0-8-0

4-5-10

4-5-3

5-2-3

5-5-13

-0-8-0

4-5-10

8-10-13

13-4-0

18-6-3

24-0-0

0-8-0

5 6

X 700USJD073x6 WE 2 2 V U TD S R BCA 32

12.00 12

21-8-0

Z FG

Dropped Leg to be shipped loose installed in field

21-4-6

24-4-3

12.00 12

3-0-0

J AF 2 AE 4 AD AC 56 325USJ073x8 HI 5 AB K 2 2 AA

M 5

2 10

Replace BC with 3-1/2" x 1-1/2" x 54 P mil Bent O Angle N

SCREW QTY CHORDS WEBS

4-5-10

4-5-3

5-2-3

5-5-13

4-5-10

8-10-13

13-4-0

18-6-3

24-0-0

‐P:2, F‐M:5, K‐L:6, M‐L:6, N‐M:10 C L‐G:5, L‐H:2, N‐E:2, O‐E:2, P‐D:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.66 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.09 L‐M >999 Vert(TL) ‐0.13 K‐L >999 Horz(TL) 0.25 Q n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* J‐Q 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* F‐N 60 USWD 057 50, K‐M 55 USD 046 50 WEBS 362 USWD 046 50 OTHERS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐J

BOT CHORD Sheathed C‐N 6‐0‐0 on center bracing K‐M K‐Q, J‐K 1 Row at midpt WEBS 600S162‐54 F‐M Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)Q/0‐6‐0/UKN, C/13‐4‐0/UKN, N/13‐4‐0/UKN, O/13‐4‐0/UKN, P/13‐4‐0/UKN Max Down Q=1358(LC No. 1‐D+Lr), C=655(LC No. 1‐D+Lr), N=2775(LC No. 1‐D+Lr), O=512(LC No. 1‐D+Lr), P=1414(LC No. 1‐D+Lr) Max Uplift Q=‐419(LC No. 15‐0.6D+MWFRS 3E R), C=‐4(LC No. 12‐0.6D+MWFRS 2E L), N=‐1235(LC No. 14‐0.6D+MWFRS 3E L), O=‐53(LC No. 10‐0.6D+MWFRS L to R), P=‐455(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal C=606(LC No. 14‐0.6D+MWFRS 3E L), N=178(LC No. 14‐0.6D+MWFRS 3E L), P=‐3(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/77, C‐R=‐1089/918, R‐S=‐1056/930, S‐T=‐1166/1089, D‐T=‐1244/1227, D‐U=‐876/642, U‐V=‐837/663, V‐W=‐785/526, E‐W=‐994/969, E‐X=‐889/779, X‐Y=‐957/949, F‐Y=‐1052/1092, F‐G=‐1060/89, G‐Z=‐2868/706, Z‐AA=‐2580/622, AA‐AB=‐2207/539, H‐AB=‐1804/435, H‐I=‐2352/735, I‐AC=‐523/154, AC‐AD=‐168/54, AD‐AE=‐120/70, AE‐AF=‐210/237, J‐AF=‐197/269, K‐Q=‐1358/648, J‐K=‐449/250 BOT CHORD C‐P=‐5/4, O‐P=0/0, N‐O=0/0, M‐N=‐2371/1198, F‐M=‐2253/1011, L‐M=‐243/277, K‐L=‐918/2442 WEBS H‐L=‐777/424, E‐N=‐512/391, E‐O=‐417/48, D‐P=‐1319/584, G‐L=‐1131/2049, I‐K=‐1905/813 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 197.7 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw.

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U29

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:49 2016 Page 1 Galvanization = G60 Truss weight = 242 lbs

SCREW QTY (Total = 85 ). All Screws Are #12‐14 T/3 CHORDS C‐D:3, J‐K:2, K‐J:4 WEBS D‐P:3, E‐N:2, E‐O:2, G‐L:5, H‐L:2, I‐K:5, K‐I:5 0-8-0

4-5-10

4-5-3

5-2-3

5-5-13

-0-8-0

4-5-10

8-10-13

13-4-0

18-6-3

24-0-0

0-8-0

5 6

X 700USJD073x6 WE 2 2 V U TD S R BCA 32

12.00 12

21-8-0

Z FG

Dropped Leg to be shipped loose installed in field

21-4-6

24-4-3

12.00 12

3-0-0

J AF 2 AE 4 AD AC 56 325USJ073x8 HI 5 AB K 2 2 AA

M 5

2 10

Replace BC with 3-1/2" x 1-1/2" x 54 P mil Bent O Angle N

SCREW QTY CHORDS WEBS

4-5-10

4-5-3

5-2-3

5-5-13

4-5-10

8-10-13

13-4-0

18-6-3

24-0-0

‐P:2, F‐M:5, K‐L:6, M‐L:6, N‐M:10 C L‐G:5, L‐H:2, N‐E:2, O‐E:2, P‐D:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.66 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.09 L‐M >999 Vert(TL) ‐0.13 K‐L >999 Horz(TL) 0.25 Q n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* J‐Q 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* F‐N 60 USWD 057 50, K‐M 55 USD 046 50 WEBS 362 USWD 046 50 OTHERS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐J

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U30

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:10:57 2016 Page 1 Galvanization = G60 Truss weight = 189 lbs

SCREW QTY (Total = 66 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, F‐G:4, G‐F:6, M‐A:2 WEBS B‐L:2, C‐K:2, C‐L:3, D‐K:3, E‐H:3, F‐H:4 3-9-5

3-5-11

5-11-14

6-3-8

3-9-5

7-3-1

10-8-12

16-8-10

23-0-1

3-0-0

A 2

Dropped Leg to be shipped loose installed in field

O B 2 325USJ073x8 2 M P 23 C 2 L 2

24-2-15

12.00 12 D Q

4 3

21-1-13

21-5-7

12.00 12 J

E 3

F 6

4 6

6 4

N I Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle SCREW QTY CHORDS WEBS

1-5-6

3-9-5

3-5-11

3-2-6

6-3-2

6-3-8

3-9-5

7-3-1

10-5-7

16-8-10

23-0-1

‐J:4, I‐J:6, J‐K:3, M‐L:2 D H‐E:6, H‐F:6, K‐C:2, K‐D:2, L‐B:2, L‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.87 BC 0.93 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.26 K‐L >476 Vert(TL) ‐0.32 K‐L >390 Horz(TL) 0.78 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐N 362 USWD 057 50 BOT CHORD 35 USD 035 50 *Except* D‐I 362 USWD 046 50, J‐M 55 USD 057 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied M‐N, A‐M WEBS 1 Row at midpt

REACTIONS (jt/size/material)G/13‐4‐0/UKN, N/0‐6‐0/UKN, I/13‐4‐0/UKN, H/13‐4‐0/UKN Max Down G=917(LC No. 15‐0.6D+MWFRS 3E R), N=783(LC No. 1‐D+Lr), I=1350(LC No. 1‐D+Lr), H=1130(LC No. 1‐D+Lr) Max Uplift G=‐245(LC No. 13‐0.6D+MWFRS 2E R), N=‐205(LC No. 10‐0.6D+MWFRS L to R), I=‐249(LC No. 15‐0.6D+MWFRS 3E R), H=‐465(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=61(LC No. 10‐0.6D+MWFRS L to R), H=‐846(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD F‐G=‐1594/1292, A‐O=‐164/206, B‐O=‐248/181, B‐P=‐351/303, C‐P=‐538/333, C‐D=‐1351/58, D‐Q=‐1216/1257, E‐Q=‐1372/1251, E‐F=‐1845/1848, M‐N=‐964/591, A‐M=‐367/245 BOT CHORD H‐I=‐1/1, G‐H=‐1/1, I‐J=‐1304/703, D‐J=‐1572/868, L‐M=‐275/380, K‐L=‐664/1054, J‐K=‐205/182 WEBS F‐H=‐1408/1582, E‐H=‐1082/669, D‐K=‐640/1110, C‐K=‐78/135, B‐L=‐335/257, C‐L=‐1050/618 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 171.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U31

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:00 2016 Page 1 Galvanization = G60 Truss weight = 181 lbs

SCREW QTY (Total = 59 ). All Screws Are #12‐14 T/3 CHORDS A‐L:5, F‐G:2, G‐F:2, L‐A:7 WEBS A‐K:4, B‐K:2, D‐H:2, E‐H:2 6-1-13

5-10-3

4-11-14

5-3-8

6-1-13

12-0-0

16-11-14

22-3-6

F 2

3-2-2

Dropped Leg to be shipped loose installed in field

E 325USJ073x8 O 2 G

12.00 12

4 5

12.00 12 B

21-3-6

20-11-12

24-1-11

2-2-2

A 4 5 7

J Replace BC with 3-1/2" x 1-1/2"Lx 54 mil K Bent Angle SCREW QTY CHORDS WEBS

6-1-13

5-10-3

4-11-14

5-3-8

6-1-13

12-0-0

16-11-14

22-3-6

‐I:4, G‐H:2, I‐H:5, J‐I:7 C H‐D:2, H‐E:2, K‐A:6, K‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.93 BC 0.71 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.30 H‐I >418 Vert(TL) ‐0.42 H‐I >294 Horz(TL) ‐1.71 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied G‐M, F‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)L/12‐2‐0/UKN, M/0‐6‐0/UKN, J/12‐2‐0/UKN, K/12‐2‐0/UKN Max Down L=1191(LC No. 14‐0.6D+MWFRS 3E L), M=674(LC No. 1‐D+Lr), J=1594(LC No. 1‐D+Lr), K=866(LC No. 1‐D+Lr) Max Uplift L=‐38(LC No. 12‐0.6D+MWFRS 2E L), M=‐116(LC No. 11‐0.6D+MWFRS R to L), J=‐515(LC No. 14‐0.6D+MWFRS 3E L), K=‐560(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=68(LC No. 10‐0.6D+MWFRS L to R), K=986(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐1907/1582, A‐B=‐1997/1994, B‐N=‐1654/1566, C‐N=‐1509/1610, C‐D=‐1005/654, D‐O=‐652/367, E‐O=‐468/389, E‐P=‐272/203, F‐P=‐340/348, G‐M=‐784/451, F‐G=‐621/380 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, I‐J=‐1939/1092, C‐I=‐1543/818, H‐I=‐397/373, G‐H=‐92/95 WEBS A‐K=‐1586/1756, B‐K=‐769/488, D‐H=‐366/427, E‐H=‐142/191 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 161.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Total load horizontal deflection of 1.71in exceeds 1.5in at joint M. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U32

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:03 2016 Page 1 Galvanization = G60 Truss weight = 62 lbs

SCREW QTY (Total = 30 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:3, D‐A:4 WEBS B‐D:2 6-8-3 6-8-3

A 12.00 12

13-11-1

B 2

7-5-6

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D 6-8-3 6-8-3

SCREW QTY WEBS

D‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.92 BC 0.26 WB 0.47

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/6‐8‐3/UKN, C/6‐8‐3/UKN Max Down D=510(LC No. 1‐D+Lr), C=510(LC No. 1‐D+Lr) Max Uplift D=‐412(LC No. 14‐0.6D+MWFRS 3E L), C=‐31(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐517/401, A‐B=‐371/300, B‐C=‐704/338 BOT CHORD C‐D=‐1/1 WEBS B‐D=‐602/784 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 245 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U33

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:05 2016 Page 1 Galvanization = G60 Truss weight = 209 lbs

SCREW QTY (Total = 63 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, B‐A:2, B‐C:2, F‐G:2, G‐F:3, M‐A:2 WEBS A‐L:2, B‐L:2, C‐J:2, C‐L:2, E‐H:2, E‐I:2, F‐H:2 3-0-0 2-6-1

5-3-3

0-1-13

525USJD073x8 B 2-6-1

5-10-15

A 2

7-9-4

7-11-1

5-6-3

5-9-13

16-5-4

22-3-1

10-11-1

2 2 2

12.00 12

22-1-2

2 2

22 2

3 3

325USJ073x8 M L J 325USJD073x12 K 12.00 12

Q E

14-0-0

Dropped Leg to be shipped loose installed in Cfield

2 2

F 5 2

2 3

SCREW QTY CHORDS WEBS

2-8-0

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-6-1

5-5-0

3-0-0

5-6-3

5-9-13

2-6-1

7-11-1

10-11-1

16-5-4

22-3-1

‐J:2, D‐K:3, I‐K:5, J‐D:2, J‐K:2, J‐L:2, K‐J:3, M‐L:2 D H‐E:2, H‐F:3, I‐E:2, J‐C:2, L‐A:2, L‐B:2, L‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐3‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.41 BC 0.26 WB 0.44

DEFL (in) (loc) l/defl Vert(LL) 0.03 J‐K >999 Vert(TL) ‐0.03 J‐L >999 Horz(TL) ‐0.03 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* F‐G 362 USWD 046 50, A‐N 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* G‐I 35 USD 035 50, D‐I 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B,B‐F

BOT CHORD Sheathed G‐I 6‐0‐0 on center bracing J‐K,J‐M 1 Row at midpt M‐N, A‐M WEBS

REACTIONS (jt/size/material)G/12‐2‐0/UKN, N/0‐6‐0/UKN, I/12‐2‐0/UKN, H/12‐2‐0/UKN Max Down G=504(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), N=698(LC No. 1‐D+Lr), I=1238(LC No. 1‐D+Lr), H=450(LC No. 3‐D+Unbal.Lr R) Max Uplift G=‐165(LC No. 11‐0.6D+MWFRS R to L), N=‐55(LC No. 14‐0.6D+MWFRS 3E L), I=‐322(LC No. 15‐0.6D+MWFRS 3E R), H=‐40(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal I=182(LC No. 11‐0.6D+MWFRS R to L), H=‐359(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD M‐N=‐701/287, A‐M=‐694/285, A‐B=‐298/155, B‐C=‐470/104, C‐O=‐756/254, O‐P=‐789/238, D‐P=‐1001/184, D‐Q=‐616/557, E‐Q=‐623/447, E‐F=‐619/596, F‐G=‐690/407 BOT CHORD H‐I=0/0, G‐H=‐0/1, I‐K=‐1043/438, D‐K=‐1073/534, J‐K=‐153/126, L‐M=0/0, J‐L=‐363/730, D‐J=‐349/675 WEBS F‐H=‐515/675, E‐H=‐397/0, E‐I=‐559/500, C‐J=‐154/266, C‐L=‐639/425, B‐L=‐81/53, A‐L=‐152/439 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 160.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U34

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:08 2016 Page 1 Galvanization = G60 Truss weight = 130 lbs

SCREW QTY (Total = 48 ). All Screws Are #12‐14 T/3 CHORDS A‐P:2, E‐D:2, E‐F:2, J‐K:2, K‐J:3, P‐A:3 WEBS A‐O:2, B‐O:2, C‐N:2, D‐F:2, F‐D:2, G‐M:2, H‐L:2, I‐L:2 3-4-5

3-0-11

3-8-0

3-5-9

3-9-3

3-4-5

6-5-0

10-1-0

13-9-0

17-2-9

20-11-12

325USJD073x8 E 2

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates collar tie) required

F G

C 13-5-8

11-0-0

B 2

LABEL A U34L

LABEL U34R J

7-4-9

6-6-13

Replace BC with 3-1/2" x 1-1/2" P x 54 mil O Bent Angle N SCREW QTY CHORDS WEBS

I 2-9-4

3-7-0

2 2

K Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-4-5

3-0-11

7-4-0

3-5-9

3-9-3

3-4-5

6-5-0

13-9-0

17-2-9

20-11-12

‐L:2, N‐O:2 M L‐H:3, L‐I:2, M‐G:2, N‐C:2, O‐A:2, O‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.31 BC 0.07 WB 0.38

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐P 362 USWD 046 50, J‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E,E‐J BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)P/20‐11‐12/UKN, K/20‐11‐12/UKN, N/20‐11‐12/UKN, O/20‐11‐12/UKN, M/20‐11‐12/UKN, L/20‐11‐12/UKN P=779(LC No. 1‐D+Lr), K=699(LC No. 1‐D+Lr), N=487(LC No. 2‐D+Unbal.Lr L), O=356(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), M=518(LC No. 3‐D+Unbal.Lr R), L=514(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐169(LC No. 10‐0.6D+MWFRS L to R), K=‐144(LC No. 11‐0.6D+MWFRS R to L), N=‐84(LC No. 11‐0.6D+MWFRS R to L), O=‐435(LC No. 11‐0.6D+MWFRS R to L), M=‐109(LC No. 10‐0.6D+MWFRS L to R), L=‐352(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal O=325(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), L=‐356(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐P=‐755/167, A‐B=‐487/194, B‐C=‐543/120, C‐D=‐560/217, D‐E=‐336/44, E‐F=‐336/47, F‐G=‐560/221, G‐H=‐578/138, H‐I=‐468/210, I‐J=‐456/108, J‐K=‐671/143 BOT CHORD O‐P=‐1/1, N‐O=‐1/1, L‐M=‐1/1, K‐L=‐1/1 WEBS A‐O=‐189/477, B‐O=‐558/412, C‐N=‐464/131, G‐M=‐492/171, H‐L=‐629/396, I‐L=‐233/502, D‐F=‐289/308 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 142.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U35

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:12 2016 Page 1 Galvanization = G60 Truss weight = 70 lbs

SCREW QTY (Total = 93 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐D:2, E‐F:2, G‐F:2 WEBS D‐K:3, F‐J:3 0-8-1

5-2-3

5-1-12

5-2-5

0-7-15

-0-8-1

5-2-3

10-3-15

15-5-11

20-8-0

21-3-15

325USJ073x8 E 2

D 3

700USJ073x4

C A B

700USJ073x4 12

SCREW QTY CHORDS WEBS

IG H

0-7-15

0-8-1

10-9-8

12.00 12

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-2-3

5-1-12

0-0-1

5-1-11

5-2-5

5-2-3

10-3-15

10-4-0

15-5-11

20-8-0

‐K:12, G‐J:12 C J‐F:5, K‐D:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.41 WB 0.33

DEFL (in) (loc) l/defl Vert(LL) 0.08 J‐K >999 Vert(TL) ‐0.17 J‐K >711 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E, E‐I BOT CHORD Rigid ceiling directly applied WEBS UST Brace D‐K, F‐J Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)C/2‐0‐0/CON, G/2‐0‐0/CON, K/16‐8‐0/UKN, J/16‐8‐0/UKN Max Down C=694(LC No. 1‐D+Lr), G=692(LC No. 1‐D+Lr), K=1056(LC No. 2‐D+Unbal.Lr L), J=1056(LC No. 3‐D+Unbal.Lr R) Max Uplift K=‐278(LC No. 14‐0.6D+MWFRS 3E L), J=‐283(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/68, C‐D=‐613/336, D‐E=‐703/125, E‐F=‐703/125, F‐G=‐614/336, G‐H=0/67, H‐I=0/55 BOT CHORD C‐K=‐297/610, J‐K=‐289/609, G‐J=‐297/610 WEBS D‐K=‐987/673, F‐J=‐987/674 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 158.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 470 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U36

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:14 2016 Page 1 Galvanization = G60 Truss weight = 79 lbs

SCREW QTY (Total = 61 ). All Screws Are #12‐14 T/3 CHORDS A‐I:2, C‐B:2, C‐D:2, E‐F:2, F‐E:2, I‐A:2 WEBS A‐H:2, B‐H:3, D‐G:3, E‐G:2 5-2-3

5-1-12

5-2-5

5-2-3

10-3-15

15-5-11

20-8-0

325USJ073x8 C 2

10-9-8

12.00 12

E 2 2 2

2 2

0-7-15

0-8-1

A 2

I SCREW QTY WEBS

F Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

5-2-3

5-1-12

0-0-1

5-1-11

5-2-5

5-2-3

10-3-15

10-4-0

15-5-11

20-8-0

G‐D:5, G‐E:2, H‐A:2, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.40 WB 0.33

DEFL (in) (loc) l/defl Vert(LL) 0.08 G‐H >999 Vert(TL) ‐0.17 G‐H >709 Horz(TL) 0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐I 30 USW 046 50, E‐F 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* A‐H 25 USW 046 50, E‐G 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied WEBS UST Brace B‐H, D‐G Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)I/2‐0‐0/CON, F/2‐0‐0/CON, H/16‐8‐0/UKN, G/16‐8‐0/UKN Max Down I=587(LC No. 1‐D+Lr), F=587(LC No. 1‐D+Lr), H=1053(LC No. 2‐D+Unbal.Lr L), G=1055(LC No. 3‐D+Unbal.Lr R) Max Uplift I=‐5(LC No. 10‐0.6D+MWFRS L to R), H=‐293(LC No. 14‐0.6D+MWFRS 3E L), G=‐292(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐I=‐566/23, A‐B=‐528/329, B‐C=‐703/124, C‐D=‐703/124, D‐E=‐528/329, E‐F=‐566/23 BOT CHORD H‐I=‐467/468, G‐H=‐287/519, F‐G=‐0/1 WEBS B‐H=‐982/680, D‐G=‐983/680, A‐H=‐287/520, E‐G=‐288/521 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 138.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 467 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U37

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:17 2016 Page 1 Galvanization = G60 Truss weight = 174 lbs

SCREW QTY (Total = 89 ). All Screws Are #12‐14 T/3 CHORDS A‐L:6, F‐G:2, G‐F:2, L‐A:8 WEBS A‐K:5, B‐K:2, D‐H:2, E‐H:2 5-3-8

4-11-14

4-9-14

5-1-8

5-3-8

10-3-6

15-1-4

20-2-12

F 2

3-0-1

Dropped Leg to be shipped loose installed in field

12.00 12

E 325USJ073x8 Q 2 G 2

22 3

12.00 12

N B 2

20-11-6

4 5

20-7-12

23-7-9

3-8-10

A 5 6 8

Replace BC with 3-1/2" x 1-1/2" Lx 54 mil K Bent Angle J SCREW QTY CHORDS WEBS

5-3-8

4-11-14

4-9-14

5-1-8

5-3-8

10-3-6

15-1-4

20-2-12

‐I:4, G‐H:2, I‐H:5, J‐I:7 C H‐D:2, H‐E:2, K‐A:7, K‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.89 BC 0.67 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.27 H‐I >443 Vert(TL) ‐0.37 H‐I >320 Horz(TL) ‐1.51 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 G‐M Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc F‐G Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)L/10‐4‐0/UKN, M/0‐6‐0/UKN, J/10‐4‐0/UKN, K/10‐4‐0/UKN Max Down L=1438(LC No. 14‐0.6D+MWFRS 3E L), M=652(LC No. 1‐D+Lr), J=1536(LC No. 1‐D+Lr), K=670(LC No. 1‐D+Lr) Max Uplift L=‐76(LC No. 12‐0.6D+MWFRS 2E L), M=‐113(LC No. 14‐0.6D+MWFRS 3E L), J=‐525(LC No. 14‐0.6D+MWFRS 3E L), K=‐809(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=67(LC No. 10‐0.6D+MWFRS L to R), K=919(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐2322/1949, A‐B=‐1865/1825, B‐N=‐1596/1438, N‐O=‐1525/1509, C‐O=‐1473/1562, C‐D=‐984/642, D‐P=‐630/261, P‐Q=‐543/348, E‐Q=‐463/374, E‐R=‐268/200, F‐R=‐326/340, G‐M=‐758/438, F‐G=‐601/368 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, I‐J=‐1879/1072, C‐I=‐1492/799, H‐I=‐392/373, G‐H=‐90/92 WEBS A‐K=‐1672/1868, B‐K=‐563/383, D‐H=‐365/423, E‐H=‐135/184 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 132.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Total load horizontal deflection of 1.51in exceeds 1.5in at joint M. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U38

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:20 2016 Page 1 Galvanization = G60 Truss weight = 141 lbs

SCREW QTY (Total = 43 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, C‐B:2, C‐D:2, F‐G:2, G‐F:3, K‐A:2 WEBS B‐J:2, D‐I:3, E‐H:3, F‐H:2 0-6-12

2-8-0

0-6-12 3-2-12

12.00 12

2-8-0

6-7-12

6-8-4

5-10-12

12-6-8

19-2-12

525USJD073x6 C 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required

BA 2

13-5-4

16-5-8

E N 3

LABEL U38R

0-8-9

LABEL U38L

13-5-13 2

2 3

Replace BC with 3-1/2" x 1-1/2" Angle KJ x 54 mil Bent I SCREW QTY CHORDS WEBS

0-8-0

F 22

GReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-6-12

5-4-0

6-7-12

6-8-4

0-6-12

5-10-12

12-6-8

19-2-12

I ‐H:4, J‐K:2 H‐E:5, H‐F:3, I‐D:4, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.24 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, C‐F 55 USD 046 50, F‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐K, B‐J, D‐I

REACTIONS (jt/size/material)K/19‐2‐12/UKN, G/19‐2‐12/UKN, I/19‐2‐12/UKN, H/19‐2‐12/UKN Max Down K=217(LC No. 1‐D+Lr), G=512(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), I=1205(LC No. 1‐D+Lr), H=1141(LC No. 3‐D+Unbal.Lr R) Max Uplift K=‐57(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 11‐0.6D+MWFRS R to L), I=‐134(LC No. 10‐0.6D+MWFRS L to R), H=‐429(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐234/156, A‐B=‐150/121, B‐C=‐119/152, C‐D=‐408/100, D‐L=‐260/406, L‐M=‐303/353, E‐M=‐399/231, E‐N=‐876/941, F‐N=‐889/927, F‐G=‐658/402 BOT CHORD J‐K=‐0/0, H‐I=‐1/1, G‐H=‐1/1 WEBS B‐J=‐0/6, D‐I=‐1155/235, E‐H=‐1172/842, F‐H=‐743/871 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 119.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 532 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U39

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:23 2016 Page 1 Galvanization = G60 Truss weight = 141 lbs

SCREW QTY (Total = 43 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, C‐B:2, C‐D:2, F‐G:2, G‐F:3, K‐A:2 WEBS B‐J:2, D‐I:3, E‐H:3, F‐H:2 0-6-12

2-8-0

0-6-12 3-2-12

12.00 12

2-8-0

6-7-12

6-8-4

5-10-12

12-6-8

19-2-12

525USJD073x6 C 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required

BA 2

13-5-4

16-5-8

E N 3

LABEL U39R

0-8-9

LABEL U39L

13-5-13 2

2 3

Replace BC with 3-1/2" x 1-1/2" Angle KJ x 54 mil Bent I SCREW QTY CHORDS WEBS

0-8-0

F 22

GReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-6-12

5-4-0

6-7-12

6-8-4

0-6-12

5-10-12

12-6-8

19-2-12

I ‐H:4, J‐K:2 H‐E:5, H‐F:3, I‐D:4, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.24 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, C‐F 55 USD 046 50, F‐G 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt A‐K, B‐J, D‐I

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U40

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:29 2016 Page 1 Galvanization = G60 Truss weight = 150 lbs

SCREW QTY (Total = 74 ). All Screws Are #12‐14 T/3 CHORDS B‐L:3, F‐G:2, G‐F:2, L‐B:5 WEBS B‐K:4, C‐K:3, D‐H:2, E‐H:2 1-8-10

6-3-8

5-11-14

3-7-0

3-10-10

-1-8-10

6-3-8

12-3-6

15-10-6

19-9-0

F Q

3-0-0

Dropped Leg to be shipped loose installed in field

2 E 2 325USJ073x8 2 G P 2 D 2 H 3

21-3-3

12.00 12

18-5-10

18-2-0

19 3

12.00 12

O 3

1-8-10

4 3 5

M L

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle SCREW QTY CHORDS WEBS

6-3-8

5-11-14

3-7-0

3-10-10

6-3-8

12-3-6

15-10-6

19-9-0

‐I:3, G‐H:2, I‐H:4, J‐I:5 D H‐D:2, H‐E:2, K‐B:6, K‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.53 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.16 H‐I >564 Vert(TL) ‐0.22 H‐I >410 Horz(TL) ‐1.14 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

REACTIONS (jt/size/material)L/12‐4‐0/UKN, M/0‐6‐0/UKN, J/12‐4‐0/UKN, K/12‐4‐0/UKN Max Down L=932(LC No. 11‐0.6D+MWFRS R to L), M=492(LC No. 1‐D+Lr), J=1191(LC No. 1‐D+Lr), K=1010(LC No. 1‐D+Lr) Max Uplift L=‐17(LC No. 12‐0.6D+MWFRS 2E L), M=‐63(LC No. 11‐0.6D+MWFRS R to L), J=‐443(LC No. 14‐0.6D+MWFRS 3E L), K=‐494(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal J=67(LC No. 10‐0.6D+MWFRS L to R), K=1030(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐1378/1204, A‐B=0/175, B‐N=‐1832/1241, C‐N=‐1727/1759, C‐O=‐1329/1061, D‐O=‐1180/1210, D‐P=‐540/259, E‐P=‐337/264, E‐Q=‐239/188, F‐Q=‐164/210, G‐M=‐558/318, F‐G=‐380/238 BOT CHORD K‐L=‐1/1, J‐K=‐1/1, I‐J=‐1447/896, D‐I=‐1067/628, H‐I=‐407/353, G‐H=‐89/104 WEBS B‐K=‐1367/1748, C‐K=‐994/491, D‐H=‐298/340, E‐H=‐271/253 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 150.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U41

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:33 2016 Page 1 Galvanization = G60 Truss weight = 136 lbs

SCREW QTY (Total = 65 ). All Screws Are #12‐14 T/3 CHORDS A‐K:2, E‐F:3, F‐E:5, K‐A:2 WEBS B‐J:2, D‐G:3, E‐G:3 6-5-7

0-4-4

5-11-6

6-3-0

6-5-7

6-9-11

12-9-1

19-0-1

Dropped Leg to be shipped loose installed in field

B 2 2 325USJ073x8 2 K MC N 3 J

12.00 12

20-2-15

17-1-13

17-5-7

3-0-0

18 3

12.00 12

D 3

E 4

5 3

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent H Angle SCREW QTY CHORDS WEBS

1-5-6

3-4-9

3-0-15

6-3-10

6-3-0

3-4-9

6-5-7

12-9-1

19-0-1

‐I:3, H‐I:4, I‐J:3, K‐J:2 C G‐D:5, G‐E:5, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.73 BC 0.44 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.12 I‐J >626 Vert(TL) ‐0.19 I‐J >398 Horz(TL) ‐0.76 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* E‐F 362 USWD 046 50, A‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐H 362 USWD 046 50, I‐K 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 K‐L Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc A‐K Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

REACTIONS (jt/size/material)F/13‐4‐0/UKN, L/0‐6‐0/UKN, H/13‐4‐0/UKN, G/13‐4‐0/UKN Max Down F=719(LC No. 15‐0.6D+MWFRS 3E R), L=442(LC No. 1‐D+Lr), H=1058(LC No. 1‐D+Lr), G=1108(LC No. 1‐D+Lr) Max Uplift F=‐216(LC No. 13‐0.6D+MWFRS 2E R), L=‐115(LC No. 10‐0.6D+MWFRS L to R), H=‐195(LC No. 15‐0.6D+MWFRS 3E R), G=‐427(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal H=70(LC No. 10‐0.6D+MWFRS L to R), G=‐681(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD E‐F=‐1259/950, A‐B=‐214/214, B‐M=‐320/245, C‐M=‐425/163, C‐N=‐837/873, D‐N=‐994/867, D‐E=‐1451/1444, K‐L=‐545/351, A‐K=‐364/246 BOT CHORD G‐H=‐1/1, F‐G=‐1/1, H‐I=‐1012/498, C‐I=‐1018/573, J‐K=‐102/106, I‐J=‐127/22 WEBS E‐G=‐1118/1298, D‐G=‐1055/646, B‐J=‐132/120 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 116.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Special provisions shall be made by the building designer to allow for 0.76in of horizontal movement due to live load and 0.76in due to total load. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U42

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:37 2016 Page 1 Galvanization = G60 Truss weight = 152 lbs

SCREW QTY (Total = 70 ). All Screws Are #12‐14 T/3 CHORDS A‐K:6, E‐F:2, F‐E:2, K‐A:9 WEBS A‐J:5, B‐J:3, C‐G:2, D‐G:2 5-3-8

4-11-14

3-7-3

3-10-13

5-3-8

10-3-6

13-10-9

17-9-6

E 2

Dropped Leg to be shipped loose installed in field

2 D 2 325USJ073x8 2 F OP

12.00 12 C

3 5 3

12.00 12

18-6-0

N BM

18-2-6

21-3-8

3-0-0

3-8-10

A 5 6 9

Replace BC with 3-1/2" x 1-1/2" x 54 K mil Bent J Angle I SCREW QTY CHORDS WEBS

5-3-8

4-11-14

3-7-3

3-10-13

5-3-8

10-3-6

13-10-9

17-9-6

‐H:3, F‐G:2, H‐G:5, H‐I:3, I‐H:7 C G‐C:2, G‐D:2, J‐A:7, J‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 5‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.60 WB 0.77

DEFL (in) (loc) l/defl Vert(LL) 0.19 G‐H >489 Vert(TL) ‐0.24 G‐H >386 Horz(TL) ‐1.19 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 60 USWD 057 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied F‐L, E‐F WEBS 1 Row at midpt 1 Row at midpt on both side

C‐H

REACTIONS (jt/size/material)K/10‐4‐0/UKN, L/0‐6‐0/UKN, I/10‐4‐0/UKN, J/10‐4‐0/UKN Max Down K=1605(LC No. 14‐0.6D+MWFRS 3E L), L=556(LC No. 1‐D+Lr), I=1529(LC No. 1‐D+Lr), J=1114(LC No. 1‐D+Lr) Max Uplift K=‐154(LC No. 12‐0.6D+MWFRS 2E L), L=‐87(LC No. 14‐0.6D+MWFRS 3E L), I=‐548(LC No. 14‐0.6D+MWFRS 3E L), J=‐992(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal K=1(LC No. 10‐0.6D+MWFRS L to R), I=112(LC No. 12‐0.6D+MWFRS 2E L), J=1017(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐2654/2231, A‐B=‐2105/2091, B‐M=‐1632/1388, M‐N=‐1621/1398, C‐N=‐1481/1538, C‐O=‐710/373, O‐P=‐647/436, D‐P=‐421/347, D‐E=‐293/260, F‐L=‐641/377, E‐F=‐444/285 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1865/1118, C‐H=‐1149/670, G‐H=‐827/609, F‐G=‐105/116 WEBS D‐G=‐442/373, C‐G=‐505/679, B‐J=‐1014/668, A‐J=‐1894/2120 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 101.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

MONO TRUSS

U42B

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:40 2016 Page 1 Galvanization = G60 Truss weight = 109 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS A‐D:5, B‐C:2, C‐B:5, D‐A:5 WEBS A‐C:5 3-9-6 3-9-6

12.00 12

B 2

A 5

21-3-8

17-8-10

C 3-9-6 3-9-6

SCREW QTY WEBS

C‐A:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 5‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.75 BC 0.06 WB 0.90

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 60 USWD 073 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B

BOT CHORD Rigid ceiling directly applied WEBS 2 Rows at 1/3 pts A‐C 1 Row at midpt on both side A‐D 362S162‐43 B‐C Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/3‐9‐6/UKN, C/3‐9‐6/UKN Max Down D=924(LC No. 14‐0.6D+MWFRS 3E L), C=589(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift D=‐359(LC No. 12‐0.6D+MWFRS 2E L), C=‐938(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐1927/1330, A‐B=‐253/203, B‐C=‐347/278 BOT CHORD C‐D=‐1/1 WEBS A‐C=‐1431/1883 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 16.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 163 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U43

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:43 2016 Page 1 Galvanization = G60 Truss weight = 148 lbs

SCREW QTY (Total = 58 ). All Screws Are #12‐14 T/3 CHORDS A‐K:5, E‐F:2, F‐E:2, K‐A:7 WEBS A‐J:4, B‐J:2, C‐G:2, D‐G:2 5-3-8

4-11-14

3-5-14

3-9-8

5-3-8

10-3-6

13-9-4

17-6-12

E 2 2

2 4 3

12.00 12

18-3-6

17-11-12

21-0-15

Dropped Leg to be shipped loose installed in field

D 2 325USJ073x8 O 2 F N

12.00 12

3-0-0

3-8-10

A 4 5 7

Replace BC with 3-1/2" x 1-1/2" x K54 mil Bent J Angle I SCREW QTY CHORDS WEBS

0-3-0

5-0-8

4-11-14

3-5-14

3-9-8

0-3-0

5-3-8

10-3-6

13-9-4

17-6-12

‐H:2, F‐G:2, H‐G:4, H‐I:3, I‐H:5 C G‐C:2, G‐D:2, J‐A:6, J‐B:6

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.59 BC 0.54 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.14 G‐H >627 Vert(TL) ‐0.18 G‐H >496 Horz(TL) ‐0.92 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 046 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 60 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied F‐L, E‐F WEBS 1 Row at midpt 1 Row at midpt on both side

C‐H

REACTIONS (jt/size/material)K/10‐4‐0/UKN, K/10‐4‐0/UKN, L/0‐6‐0/UKN, I/10‐4‐0/UKN, J/10‐4‐0/UKN Max Down K=1267(LC No. 14‐0.6D+MWFRS 3E L), K=257(LC No. 1‐D+Lr), L=445(LC No. 1‐D+Lr), I=1174(LC No. 1‐D+Lr), J=886(LC No. 1‐D+Lr) Max Uplift K=‐112(LC No. 12‐0.6D+MWFRS 2E L), L=‐66(LC No. 14‐0.6D+MWFRS 3E L), I=‐432(LC No. 14‐0.6D+MWFRS 3E L), J=‐789(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal I=84(LC No. 12‐0.6D+MWFRS 2E L), J=803(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐2089/1741, A‐B=‐1655/1636, B‐M=‐1274/1070, C‐M=‐1153/1190, C‐N=‐551/285, N‐O=‐501/335, D‐O=‐358/263, D‐E=‐227/206, F‐L=‐510/298, E‐F=‐351/224 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1436/870, C‐H=‐926/543, G‐H=‐580/443, F‐G=‐83/93 WEBS A‐J=‐1484/1671, B‐J=‐817/538, C‐G=‐366/476, D‐G=‐330/286 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 99.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U44

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:46 2016 Page 1 Galvanization = G60 Truss weight = 63 lbs

SCREW QTY (Total = 40 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐D:2, E‐F:2, G‐H:2, H‐G:2 WEBS D‐J:2, F‐I:2, G‐I:2 0-8-0

4-8-4

4-7-12

2-8-4

-0-8-0

4-8-4

9-4-0

13-11-12

16-8-0

325USJ073x6 E 2

9-9-8

12.00 12 F

D 2

700USJ073x4

G 2

0-8-0

C B A

2 4

SCREW QTY CHORDS WEBS

2-8-0

HReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-8-4

4-7-12

2-8-4

4-8-4

9-4-0

13-11-12

16-8-0

‐J:8 C I‐F:4, I‐G:2, J‐D:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.59 BC 0.33 WB 0.79

DEFL (in) (loc) l/defl Vert(LL) 0.05 I‐J >999 Vert(TL) ‐0.11 I‐J >991 Horz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* G‐H 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* G‐I 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/14‐8‐0/UKN, C/2‐0‐0/CON, J/14‐8‐0/UKN, I/14‐8‐0/UKN Max Down H=553(LC No. 1‐D+Lr), C=649(LC No. 1‐D+Lr), J=949(LC No. 2‐D+Unbal.Lr L), I=660(LC No. 3‐D+Unbal.Lr R) H=‐93(LC No. 11‐0.6D+MWFRS R to L), J=‐242(LC No. 14‐0.6D+MWFRS 3E L), I=‐395(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐548/286, D‐E=‐648/122, E‐F=‐635/114, F‐G=‐387/191, G‐H=‐584/174 BOT CHORD C‐J=‐137/313, I‐J=‐130/312, H‐I=‐0/2 WEBS D‐J=‐890/605, F‐I=‐738/502, G‐I=‐180/434 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 97.5 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 409 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U45

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:49 2016 Page 1 Galvanization = G60 Truss weight = 126 lbs

SCREW QTY (Total = 46 ). All Screws Are #12‐14 T/3 CHORDS B‐L:3, F‐G:2, G‐F:2, L‐B:4 WEBS B‐K:4, C‐K:3, D‐H:2, E‐H:2 1-8-10

6-3-8

5-11-14

-1-8-10

6-3-8

12-3-6

1-7-0

1-10-10

13-10-6 15-9-0

D 2 2 2 2 2 325USJ073x8

12.00 12

1-8-10

O N

B A

4 3 4

Replace BC with 3-1/2" x 1-1/2"Lx 54 mil BentKAngle SCREW QTY CHORDS WEBS

14-5-10

Dropped Leg to be shipped loose installed in field

14-2-0

17-3-3

3-0-0

6-3-8

5-11-14

6-3-8

12-3-6

J 1-7-0

1-10-10

13-10-6 15-9-0

‐I:2, G‐H:2, I‐H:2, J‐I:4 D H‐D:2, H‐E:2, K‐B:5, K‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.27 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.07 A >524 Vert(TL) 0.10 A >399 Horz(TL) ‐0.12 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐L 362 USWD 046 50, F‐M 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* D‐J 362 USWD 046 50, G‐I 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐F

BOT CHORD Rigid ceiling directly applied G‐M, F‐G WEBS 1 Row at midpt

REACTIONS (jt/size/material)L/2‐0‐0/CON, M/13‐9‐0/UKN, J/13‐9‐0/UKN, K/13‐9‐0/UKN, H/13‐9‐0/UKN Max Down L=755(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), M=90(LC No. 1‐D+Lr), J=629(LC No. 1‐D+Lr), K=1079(LC No. 1‐D+Lr), H=302(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R) Max Uplift M=‐1(LC No. 15‐0.6D+MWFRS 3E R), J=‐509(LC No. 14‐0.6D+MWFRS 3E L), K=‐462(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐1020/838, A‐B=0/175, B‐N=‐1424/876, N‐O=‐1336/1271, C‐O=‐1267/1340, C‐P=‐879/588, D‐P=‐758/737, D‐E=‐247/169, E‐F=‐102/60, G‐M=‐94/49, F‐G=‐102/68 BOT CHORD K‐L=‐1463/1086, J‐K=‐59/61, I‐J=‐942/756, D‐I=‐824/644, H‐I=‐160/228, G‐H=‐32/11 WEBS B‐K=‐1056/1446, C‐K=‐1075/548, D‐H=‐213/195, E‐H=‐203/153 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 98.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 912 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U46

A1642724 OUAR196 CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:51 2016 Page 1 Galvanization = G60 Truss weight = 154 lbs

SCREW QTY (Total = 60 ). All Screws Are #12‐14 T/3 CHORDS A‐J:2, E‐F:2, F‐E:2, J‐A:2 WEBS A‐I:2, C‐G:2, D‐G:2 4-0-0

5-0-13

5-4-7

4-0-0

9-0-13

14-5-3

E 2 2

3-0-4

12.00 12 2

325USJ073x8 D 2 2

22 3

12.00 12

21-5-3

3 4

A 2

21-1-9

24-1-10

10-0-4

K J SCREW QTY CHORDS WEBS

I 4-0-0

5-0-13

5-4-7

4-0-0

9-0-13

14-5-3

‐H:3, F‐G:2, H‐G:4, I‐H:6 B G‐C:2, G‐D:2, I‐A:2

LOADING (psf) TCLL, Lr 20.0 TCDL, D 10.0 BCLL, L 0.0 BCDL, D 10.0

SPACING 4‐1‐12 Code IBC2009 AISI‐S100/S214

CSI TC 0.87 BC 0.53 WB 0.06

DEFL (in) (loc) l/defl Vert(LL) ‐0.23 G‐H >543 Vert(TL) ‐0.47 G‐H >266 Horz(TL) ‐1.82 K n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐J 362 USWD 046 50, E‐K 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* B‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

REACTIONS (jt/size/material)J/4‐0‐0/UKN, K/0‐6‐0/UKN, I/4‐0‐0/UKN Max Down K=705(LC No. 1‐D+Lr), I=1783(LC No. 1‐D+Lr) Max Uplift J=‐145(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐J=0/222, A‐B=0/448, B‐C=‐426/0, C‐D=‐514/0, D‐E=‐28/339, F‐K=‐705/0, E‐F=‐544/0 BOT CHORD I‐J=‐1/1, H‐I=‐1642/0, B‐H=‐1351/0, G‐H=‐283/0, F‐G=‐51/99 WEBS A‐I=‐69/0, D‐G=0/153, C‐G=0/144 NOTES 1) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 2) Total load horizontal deflection of 1.82in exceeds 1.5in at joint K. LOAD COMBINATION(S) D+Lr, D

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 F‐K Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc E‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U47

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:54 2016 Page 1 Galvanization = G60 Truss weight = 136 lbs

SCREW QTY (Total = 95 ). All Screws Are #12‐14 T/3 CHORDS A‐K:7, E‐F:2, F‐E:2, K‐A:10 WEBS A‐J:5, B‐J:2, C‐G:2, D‐G:2 4-1-13

3-10-3

2-11-14

3-3-8

4-1-13

8-0-0

10-11-14

14-3-6

E P

3-2-1

12.00 12

Dropped Leg to be shipped loose installed in field

325USJ073x8 2 F CO 2 2 2

18 3

12.00 12

A 6-2-2

17-3-6

16-11-12

20-3-0

8 8

L J Bent IAngle Replace BC with 3-1/2" x 1-1/2"K x 54 mil SCREW QTY CHORDS WEBS

4-1-13

3-10-3

2-11-14

3-3-8

4-1-13

8-0-0

10-11-14

14-3-6

‐H:2, F‐G:2, H‐G:3, I‐H:5 C G‐C:2, G‐D:2, J‐A:8, J‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.40 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) 0.11 G‐H >712 Vert(TL) ‐0.11 G‐H >704 Horz(TL) ‐0.71 L n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐K 362 USWD 057 50, E‐L 362 USWD 046 50 BOT CHORD 35 USD 035 50 *Except* C‐I 362 USWD 046 50, F‐H 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 F‐L Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc E‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 A‐J Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)K/8‐2‐0/UKN, L/0‐6‐0/UKN, I/8‐2‐0/UKN, J/8‐2‐0/UKN Max Down K=1645(LC No. 14‐0.6D+MWFRS 3E L), L=422(LC No. 1‐D+Lr), I=926(LC No. 1‐D+Lr), J=650(LC No. 1‐D+Lr) Max Uplift K=‐132(LC No. 12‐0.6D+MWFRS 2E L), L=‐46(LC No. 14‐0.6D+MWFRS 3E L), I=‐423(LC No. 14‐0.6D+MWFRS 3E L), J=‐1207(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal I=65(LC No. 12‐0.6D+MWFRS 2E L), J=686(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐2779/2244, A‐M=‐1145/976, B‐M=‐1490/1330, B‐N=‐1136/913, C‐N=‐1041/1008, C‐O=‐482/242, D‐O=‐475/263, D‐P=‐197/159, E‐P=‐140/179, F‐L=‐467/266, E‐F=‐317/201 BOT CHORD J‐K=‐1/1, I‐J=‐1/1, H‐I=‐1197/816, C‐H=‐891/601, G‐H=‐316/286, F‐G=‐73/88 WEBS A‐J=‐1812/2151, B‐J=‐600/429, C‐G=‐236/260, D‐G=‐265/254 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U48

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:11:57 2016 Page 1 Galvanization = G60 Truss weight = 76 lbs

SCREW QTY (Total = 27 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, C‐B:2, C‐D:2, D‐F:2, F‐D:3, H‐B:3 WEBS B‐G:2, C‐F:2, C‐G:2 1-0-4

5-7-14

5-9-2

0-9-13

-1-0-4

5-7-14

11-5-0

12-2-13

E 12.00 12

D 2

9-9-1

9-1-12

4.00 12 325USJD073x8 C2

1-6-0

B 2 3 3

H SCREW QTY WEBS

2 2

5-7-14

5-9-2

5-7-14

11-5-0

F‐C:2, G‐B:2, G‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.65 BC 0.16 WB 0.35

DEFL (in) (loc) l/defl Vert(LL) ‐0.09 E >183 Vert(TL) 0.08 A >296 Horz(TL) ‐0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/0‐6‐0/UKN, F/0‐6‐0/UKN Max Down H=1050(LC No. 1‐D+Lr), F=1007(LC No. 1‐D+Lr) H=‐69(LC No. 10‐0.6D+MWFRS L to R), F=‐697(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1003/98, A‐B=0/51, B‐C=‐919/0, C‐D=‐569/253, D‐E=‐86/0, D‐F=‐513/597 BOT CHORD G‐H=‐775/375, F‐G=‐283/768 WEBS B‐G=0/787, C‐G=‐141/133, C‐F=‐890/328 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 57.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 725 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U48A

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:00 2016 Page 1 Galvanization = G60 Truss weight = 131 lbs

SCREW QTY (Total = 37 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, C‐B:2, C‐D:2, D‐F:2, F‐D:3, H‐B:2 WEBS B‐G:3, C‐F:3, C‐G:2, F‐C:3 1-0-4

5-7-14

5-9-2

0-9-13

-1-0-4

5-7-14

11-5-0

12-2-13

12.00 12

E D

4.00 12

Dropped Leg to be shipped loose installed in field

9-9-1

9-1-12

325USJD073x8 C2 1-6-0

3 3

Dropped Leg to be shipped loose installed in field

9-11-0

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

SCREW QTY CHORDS WEBS

3 2

4 33

325USJ073x8 H325USJ073x12 G F 5-7-14

5-9-2

5-7-14

11-5-0

F ‐G:4, H‐G:3 G‐B:3, G‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.13 WB 0.90

DEFL (in) (loc) l/defl Vert(LL) ‐0.08 E >216 Vert(TL) 0.07 A >352 Horz(TL) ‐0.29 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 60 USWD 046 50, D‐J 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt F‐J, D‐F 1 Row at midpt on both side

H‐I, B‐H

REACTIONS (jt/size/material)I/0‐6‐0/UKN, J/0‐6‐0/UKN Max Down I=1057(LC No. 1‐D+Lr), J=998(LC No. 1‐D+Lr) Max Uplift I=‐1(LC No. 10‐0.6D+MWFRS L to R), J=‐1357(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD H‐I=‐1057/1, B‐H=‐1013/12, A‐B=0/56, B‐C=‐360/56, C‐D=‐568/253, D‐E=‐86/0, F‐J=‐1217/1404, D‐F=‐513/596 BOT CHORD G‐H=‐886/455, F‐G=‐369/323 WEBS B‐G=‐259/1026, C‐G=‐888/393, C‐F=‐738/970 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 57.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 725 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U49

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:04 2016 Page 1 Galvanization = G60 Truss weight = 85 lbs

SCREW QTY (Total = 39 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:3 WEBS B‐F:3, C‐F:3 1-8-10

6-4-4

-1-8-10

6-4-4

12-8-8

D J

C 15

1-8-10

H B A

2 3

G SCREW QTY WEBS

14-5-2

14-2-11

12.00 12

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 6-4-4

6-4-4

12-8-8

F‐B:4, F‐C:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.78 BC 0.22 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.06 A >616 Vert(TL) 0.08 A >496 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)G/2‐0‐0/CON, E/10‐8‐8/UKN, F/10‐8‐8/UKN Max Down G=585(LC No. 1‐D+Lr), E=336(LC No. 1‐D+Lr), F=1044(LC No. 1‐D+Lr) Max Uplift G=‐99(LC No. 12‐0.6D+MWFRS 2E L), E=‐88(LC No. 14‐0.6D+MWFRS 3E L), F=‐379(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐611/424, A‐B=0/154, B‐H=‐917/695, H‐I=‐908/628, C‐I=‐778/825, C‐J=‐338/211, D‐J=‐191/215, D‐E=‐329/252 BOT CHORD F‐G=‐1000/648, E‐F=‐1/1 WEBS B‐F=‐667/1030, C‐F=‐1051/649 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 67.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U50

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:12 2016 Page 1 Galvanization = G60 Truss weight = 129 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐G:3, C‐B:2, C‐D:2, D‐E:2, E‐D:2, G‐B:2 WEBS B‐F:2, C‐E:2, C‐F:2, E‐C:2 1-0-4

5-7-14

5-9-2

-1-0-4

5-7-14

11-5-0

12.00 12

4.00 12

8-11-4

9-1-12

325USJD073x8 C2 AB

3 2

Dropped Leg to be shipped loose installed in field

9-11-0

1-6-0

2 2

3 22

325USJ073x8 G325USJ073x12 F E

H in field Dropped Leg to be shipped loose installed SCREW QTY CHORDS WEBS

5-7-14

5-9-2

5-7-14

11-5-0

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

E ‐F:3, G‐F:3 F‐B:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.14 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) ‐0.05 A >456 Vert(TL) 0.07 A >353 Horz(TL) ‐0.19 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐H 60 USWD 046 50, D‐I 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt E‐I, D‐E 1 Row at midpt on both side

G‐H, B‐G

REACTIONS (jt/size/material)H/0‐6‐0/UKN, I/0‐6‐0/UKN Max Down H=1062(LC No. 1‐D+Lr), I=872(LC No. 1‐D+Lr) Max Uplift H=‐157(LC No. 12‐0.6D+MWFRS 2E L), I=‐480(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD G‐H=‐1062/157, B‐G=‐1018/154, A‐B=0/56, B‐C=‐362/115, C‐D=‐306/254, E‐I=‐1164/1138, D‐E=‐435/323 BOT CHORD F‐G=‐690/463, E‐F=‐332/327 WEBS B‐F=‐266/834, C‐F=‐722/399, C‐E=‐748/906 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 49.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 344 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U51

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:20 2016 Page 1 Galvanization = G60 Truss weight = 159 lbs

SCREW QTY (Total = 80 ). All Screws Are #12‐14 T/3 CHORDS B‐H:8, D‐E:2, E‐D:2, H‐B:8 WEBS B‐G:9, C‐E:2, E‐C:2 3-0-0

4-0-0

4-11-11

-3-6-0

-0-6-0

8-5-11

D 12.00 12

7-0-8

2 2

9 J 8325USJ073x8

22-8-6

Dropped Leg to be shipped loose installed in field

12.00 12

15-11-11

15-8-1

14-6-8

16 7

I H SCREW QTY CHORDS WEBS

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-6-0

3-6-0

4-11-11

-0-6-0

3-6-0

8-5-11

‐F:2, E‐F:2, F‐E:2, G‐F:9 C G‐B:9

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐6‐14 Code IBC2009 AISI‐S100/S214

CSI TC 0.91 BC 0.22 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) 0.16 A >999 Vert(TL) ‐0.15 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 60 USWD 046 50, D‐I 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* C‐G 362 USWD 046 50 WEBS 60 USWD 046 50 *Except* C‐E 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied B‐G WEBS 1 Row at midpt on both side 2 Rows at 1/3 pts on both side B‐H 362S162‐43 E‐I Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 D‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/8‐5‐11/UKN, I/8‐5‐11/UKN, G/8‐5‐11/UKN Max Down H=2168(LC No. 14‐0.6D+MWFRS 3E L), I=230(LC No. 20‐D+0.75S+0.75L+0.75MWFRS 2E L), G=295(LC No. 1‐D+Lr) Max Uplift G=‐2305(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐3464/1962, A‐J=0/184, B‐J=0/233, B‐K=‐316/426, K‐L=‐287/335, C‐L=‐282/477, C‐D=‐201/140, E‐I=‐230/140, D‐E=‐238/224 BOT CHORD G‐H=‐0/0, F‐G=‐513/178, C‐F=‐504/106, E‐F=‐92/124 WEBS B‐G=‐1877/3805, C‐E=‐108/90 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 45.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 535 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation.

Continued on page 2

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U52

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:25 2016 Page 1 Galvanization = G60 Truss weight = 165 lbs

SCREW QTY (Total = 91 ). All Screws Are #12‐14 T/3 CHORDS A‐H:2, C‐E:7, E‐C:7, H‐A:2 WEBS B‐H:2, C‐F:8 4-11-11

4-0-0

3-0-0

4-11-11

8-11-11

11-11-11

A 12.00 12

7-0-8

2 2

16 7

12.00 12

15-8-1

22-8-6

8 H325USJ073x87

14-6-8

15-11-11

Dropped Leg to be shipped loose installed in field C

Replace BC with 3-1/2" x 1-1/2" x 54I mil Bent Angle F SCREW QTY CHORDS WEBS

4-11-11

4-0-0

4-11-11

8-11-11

‐G:2, F‐G:7, G‐H:2, H‐G:2 B F‐C:8, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 2‐6‐14 Code IBC2009 AISI‐S100/S214

CSI TC 0.89 BC 0.29 WB 0.81

DEFL (in) (loc) l/defl Vert(LL) 0.20 D >411 Vert(TL) ‐0.14 D >564 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* C‐E 60 USWD 073 50, A‐I 362 USWD 046 50 BOT CHORD 35 USD 046 50 *Except* B‐F 362 USWD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt on both side C‐E H‐I Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 A‐H Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 C‐F Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)E/8‐5‐11/UKN, I/8‐5‐11/UKN, F/8‐5‐11/UKN Max Down E=1605(LC No. 14‐0.6D+MWFRS 3E L), I=233(LC No. 1‐D+Lr), F=525(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift E=‐278(LC No. 12‐0.6D+MWFRS 2E L), I=‐148(LC No. 14‐0.6D+MWFRS 3E L), F=‐1593(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD C‐E=‐2839/1399, A‐B=‐188/131, B‐J=‐151/347, C‐J=‐206/297, C‐D=0/233, H‐I=‐326/283, A‐H=‐226/204 BOT CHORD E‐F=‐0/0, F‐G=‐384/0, B‐G=‐394/0, G‐H=‐85/72 WEBS C‐F=‐1383/3232, B‐H=‐41/54 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 45.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 352 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation.

Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U53

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:28 2016 Page 1 Galvanization = G60 Truss weight = 74 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS B‐G:3, C‐B:2, C‐D:2, D‐E:2, E‐D:2, G‐B:3 WEBS B‐F:2, C‐E:2, C‐F:2 1-0-4

5-7-14

5-9-2

-1-0-4

5-7-14

11-5-0

D 12.00 12

8-11-4

9-1-12

4.00 12 325USJD073x8 C2

1-6-0

2 2

B 2 3 3

G SCREW QTY WEBS

5-7-14

5-9-2

5-7-14

11-5-0

E‐C:2, F‐B:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.16 WB 0.36

DEFL (in) (loc) l/defl Vert(LL) ‐0.06 A >414 Vert(TL) 0.08 A >296 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/0‐6‐0/UKN, E/0‐6‐0/UKN Max Down G=1055(LC No. 1‐D+Lr), E=881(LC No. 1‐D+Lr) G=‐235(LC No. 12‐0.6D+MWFRS 2E L), E=‐167(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐1008/234, A‐B=0/51, B‐C=‐928/87, C‐D=‐306/254, D‐E=‐436/323 BOT CHORD F‐G=‐672/382, E‐F=‐346/776 WEBS B‐F=0/795, C‐F=‐87/133, C‐E=‐899/401 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 49.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 343 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U54

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:33 2016 Page 1 Galvanization = G60 Truss weight = 70 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:5, G‐B:2 WEBS C‐E:3, C‐F:3 0-9-2

5-4-3

-0-9-2

5-4-3

10-8-6

D 2

0-9-2

2 4

G SCREW QTY WEBS

11-5-8

11-3-0

12.00 12

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 5-4-3

5-4-3

10-8-6

E‐C:5, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.19 WB 0.52

DEFL (in) (loc) l/defl Vert(LL) ‐0.02 A >637 Vert(TL) 0.03 A >531 Horz(TL) ‐0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐0‐0/CON, E/8‐8‐6/UKN, F/8‐8‐6/UKN Max Down G=437(LC No. 1‐D+Lr), E=363(LC No. 20‐D+0.75S+0.75L+0.75MWFRS 2E L), F=1025(LC No. 1‐D+Lr) G=‐202(LC No. 14‐0.6D+MWFRS 3E L), E=‐610(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐398/446, A‐B=0/80, B‐C=‐186/470, C‐D=‐318/178, D‐E=‐309/229 BOT CHORD F‐G=‐918/632, E‐F=‐917/631 WEBS C‐F=‐1196/322, C‐E=‐949/1380 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 44.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 472 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U55

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:36 2016 Page 1 Galvanization = G60 Truss weight = 57 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, C‐E:2, E‐C:3, G‐A:3 WEBS A‐F:2, B‐F:2 4-3-0

4-3-0

2-0-0

4-3-0

8-5-15

10-5-15

C 2

9-5-8

11-3-0

12.00 12

0-11-9

A 2 2 4

G SCREW QTY WEBS

4-3-0

8-5-15

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F‐A:4, F‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) 0.14 D >319 Vert(TL) 0.11 D >409 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐G 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/8‐5‐15/UKN, E/8‐5‐15/UKN, F/8‐5‐15/UKN Max Down G=504(LC No. 14‐0.6D+MWFRS 3E L), E=622(LC No. 1‐D+Lr), F=712(LC No. 1‐D+Lr) G=‐6(LC No. 12‐0.6D+MWFRS 2E L), E=‐437(LC No. 14‐0.6D+MWFRS 3E L), F=‐200(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐873/342, A‐B=‐1042/633, B‐C=‐734/216, C‐D=‐203/0, C‐E=‐591/817 BOT CHORD F‐G=‐1/1, E‐F=‐1/1 WEBS A‐F=‐506/933, B‐F=‐776/435 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 41.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 494 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U56

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:39 2016 Page 1 Galvanization = G60 Truss weight = 107 lbs

SCREW QTY (Total = 103 ). All Screws Are #12‐14 T/3 CHORDS A‐F:5, C‐D:2, D‐C:2, F‐A:7 WEBS A‐E:4, B‐E:3 5-2-10

5-2-10

10-5-3

C 12.00 12

A 5

20-5-7

20-2-15

10-0-4

6 8

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle F SCREW QTY WEBS

5-2-10

10-5-3

E‐A:6, E‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.14 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.00 D‐E >999 Vert(TL) ‐0.01 D‐E >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐F Attach to back of member over entire available length w/3 #12‐14 T/3 at each end and 12" oc C‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 B‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐43 A‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)F/10‐5‐3/UKN, D/10‐5‐3/UKN, D/10‐5‐3/UKN, E/10‐5‐3/UKN Max Down F=1061(LC No. 14‐0.6D+MWFRS 3E L), D=306(LC No. 1‐D+Lr), D=306(LC No. 1‐D+Lr), E=1009(LC No. 1‐D+Lr) Max Uplift F=‐440(LC No. 12‐0.6D+MWFRS 2E L), D=‐83(LC No. 14‐0.6D+MWFRS 3E L), E=‐1013(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐2092/1506, A‐B=‐822/782, B‐C=‐317/180, C‐D=‐310/237 BOT CHORD E‐F=‐1/1, D‐E=‐1/1 WEBS B‐E=‐1000/742, A‐E=‐1347/1730 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 40.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 388 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U57

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:42 2016 Page 1 Galvanization = G60 Truss weight = 107 lbs

SCREW QTY (Total = 103 ). All Screws Are #12‐14 T/3 CHORDS A‐F:5, C‐D:2, D‐C:2, F‐A:7 WEBS A‐E:4, B‐E:3 5-2-10

5-2-10

10-5-3

C 12.00 12

A 5

20-5-7

20-2-15

10-0-4

6 8

F SCREW QTY WEBS

DReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E 5-2-10

5-2-10

10-5-3

E‐A:6, E‐B:8

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.18 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.00 E‐F >999 Vert(TL) ‐0.01 E‐F >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 362 USWD 046 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐F Attach to back of member over entire available length w/3 #12‐14 T/3 at each end and 12" oc C‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 A‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐43 B‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)F/1‐7‐6/UKN, D/8‐9‐13/UKN, E/8‐9‐13/UKN Max Down F=1067(LC No. 14‐0.6D+MWFRS 3E L), D=306(LC No. 1‐D+Lr), E=1009(LC No. 1‐D+Lr) Max Uplift F=‐442(LC No. 12‐0.6D+MWFRS 2E L), D=‐83(LC No. 14‐0.6D+MWFRS 3E L), E=‐1018(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐2092/1506, A‐B=‐822/782, B‐C=‐317/180, C‐D=‐310/237 BOT CHORD E‐F=‐789/615, D‐E=‐1/1 WEBS A‐E=‐1347/1730, B‐E=‐1000/742 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 40.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 388 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U58

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:46 2016 Page 1 Galvanization = G60 Truss weight = 115 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, C‐B:2, C‐D:2, D‐E:2, E‐D:2, G‐B:2 WEBS B‐F:2, C‐E:2, C‐F:2, E‐C:2 1-0-4

5-7-14

3-7-6

-1-0-4

5-7-14

9-3-4

12.00 12 4.00 12

D 2

7-0-0

6-9-8

325USJD073x8 C2 2

AB 2 2

Dropped Leg to be shipped loose installed in field

9-11-0

1-6-0

2 2 2

325USJ073x8 G325USJ073x8 F E

Dropped Leg to be shipped loose installedHin field

SCREW QTY CHORDS WEBS

2-11-12

2-8-2

1-7-14

1-11-8

2-11-12

5-7-14

7-3-12

9-3-4

BOTTOM CHORD TO BE LOOSE SHIPPED MOVE UP VERTICALLY AS REQUIRED TO MATCH TOS IN FIELD

E ‐F:3, G‐F:2 F‐B:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.10 WB 0.69

DEFL (in) (loc) l/defl Vert(LL) ‐0.06 A >413 Vert(TL) 0.07 A >340 Horz(TL) ‐0.38 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐H 362 USWD 057 50, D‐I 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt G‐H, B‐G, E‐I, D‐E REACTIONS (jt/size/material)H/0‐6‐0/UKN, I/0‐6‐0/UKN H=885(LC No. 1‐D+Lr), I=708(LC No. 1‐D+Lr) Max Down Max Uplift H=‐82(LC No. 12‐0.6D+MWFRS 2E L), I=‐419(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD G‐H=‐885/82, B‐G=‐836/78, A‐B=0/52, B‐C=‐250/83, C‐D=‐189/155, E‐I=‐921/1005, D‐E=‐266/201 BOT CHORD F‐G=‐633/312, E‐F=‐235/186 B‐F=‐255/764, C‐F=‐653/361, C‐E=‐657/835 WEBS NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 40.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 260 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U59

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:48 2016 Page 1 Galvanization = G60 Truss weight = 111 lbs

SCREW QTY (Total = 87 ). All Screws Are #12‐14 T/3 CHORDS A‐F:5, C‐D:2, D‐C:2, F‐A:7 WEBS A‐E:4, B‐E:3 5-0-5

5-0-5

10-0-11

C 12.00 12

A 19 4 5

19-0-3

18-9-12

8-11-9

6 10

F SCREW QTY WEBS

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

4-9-5

5-0-5

0-3-0

5-0-5

10-0-11

E‐A:6, E‐B:10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.78 BC 0.48 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) 0.04 D‐E >999 Vert(TL) 0.03 D‐E >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐F 60 USWD 073 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 C‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc B‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐43 A‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)F/10‐0‐11/UKN, F/10‐0‐11/UKN, D/10‐0‐11/UKN, E/10‐0‐11/UKN Max Down F=920(LC No. 14‐0.6D+MWFRS 3E L), F=287(LC No. 1‐D+Lr), D=297(LC No. 1‐D+Lr), E=961(LC No. 1‐D+Lr) Max Uplift F=‐471(LC No. 12‐0.6D+MWFRS 2E L), D=‐146(LC No. 14‐0.6D+MWFRS 3E L), E=‐1155(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐1947/1398, A‐B=‐795/753, B‐C=‐305/174, C‐D=‐301/229 BOT CHORD E‐F=‐1/1, D‐E=‐1/1 WEBS B‐E=‐957/717, A‐E=‐1243/1600 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 38.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 371 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U60

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:56 2016 Page 1 Galvanization = G60 Truss weight = 65 lbs

SCREW QTY (Total = 19 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS B‐F:2, C‐F:2 1-8-10

4-8-15

-1-8-10

4-8-15

9-5-14

D 2

12.00 12 11-0-0 1-8-10

2 2

G SCREW QTY WEBS

11-2-8

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 4-8-15

4-8-15

9-5-14

F‐B:3, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐7‐5 Code IBC2009 AISI‐S100/S214

CSI TC 0.49 BC 0.14 WB 0.30

DEFL (in) (loc) l/defl Vert(LL) 0.06 A >632 Vert(TL) 0.05 A >720 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐0‐0/CON, E/7‐5‐14/UKN, F/7‐5‐14/UKN Max Down G=527(LC No. 1‐D+Lr), E=260(LC No. 1‐D+Lr), F=763(LC No. 1‐D+Lr) G=‐85(LC No. 12‐0.6D+MWFRS 2E L), E=‐78(LC No. 14‐0.6D+MWFRS 3E L), F=‐310(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐523/355, A‐B=0/161, B‐C=‐712/630, C‐D=‐266/149, D‐E=‐257/210 BOT CHORD F‐G=‐870/503, E‐F=‐1/1 WEBS B‐F=‐532/921, C‐F=‐789/498 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 40.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 462 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U61

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:12:58 2016 Page 1 Galvanization = G60 Truss weight = 55 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, C‐B:2, C‐D:2, D‐E:2, E‐D:2, G‐B:2 WEBS B‐F:2, C‐E:2, C‐F:2 1-0-4

5-7-14

2-6-9

-1-0-4

5-7-14

8-2-7

12.00 12

D 2

4.00 12

325USJD073x8

5-8-12

5-11-3

2 2

B 1-6-0

2 2

G SCREW QTY WEBS

2-11-12

2-8-2

1-1-8

1-5-2

2-11-12

5-7-14

6-9-6

8-2-7

E‐C:2, F‐B:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.61 BC 0.11 WB 0.12

DEFL (in) (loc) l/defl Vert(LL) ‐0.06 A >404 Vert(TL) 0.08 A >304 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐G 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/0‐6‐0/UKN, E/0‐6‐0/UKN Max Down G=801(LC No. 1‐D+Lr), E=621(LC No. 1‐D+Lr) G=‐220(LC No. 12‐0.6D+MWFRS 2E L), E=‐111(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐752/245, A‐B=0/51, B‐C=‐450/60, C‐D=‐130/106, D‐E=‐182/139 BOT CHORD F‐G=‐440/194, E‐F=‐168/324 WEBS B‐F=0/336, C‐F=‐71/135, C‐E=‐564/293 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 36.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 220 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U62

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:01 2016 Page 1 Galvanization = G60 Truss weight = 98 lbs

SCREW QTY (Total = 92 ). All Screws Are #12‐14 T/3 CHORDS B‐E:5, C‐D:2, D‐C:9, E‐B:8 WEBS B‐D:7 3-0-0

4-11-11

-3-6-0

-0-6-0

12.00 12

B 5

14-6-8

109

E SCREW QTY WEBS

19-0-3

18-8-6

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-6-0

4-5-11

-0-6-0

4-5-11

D‐B:10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.11 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.33 A >568 Vert(TL) 0.24 A >775 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐E 362 USWD 073 50, C‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 C‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc B‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐68 B‐E Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)E/4‐5‐11/UKN, D/4‐5‐11/UKN Max Down E=1302(LC No. 14‐0.6D+MWFRS 3E L), D=130(LC No. 1‐D+Lr) Max Uplift D=‐1496(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐2173/592, A‐F=0/287, B‐F=0/353, B‐C=‐344/155, C‐D=‐271/8 BOT CHORD D‐E=‐1/1 WEBS B‐D=‐889/2948 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 30.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 473 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U63

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:03 2016 Page 1 Galvanization = G60 Truss weight = 98 lbs

SCREW QTY (Total = 92 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, B‐D:5, D‐B:8, E‐A:9 WEBS B‐E:7 4-11-11

3-0-0

4-11-11

7-11-11

12.00 12

B 7

910

14-6-8

18-8-6

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-11-11 4-11-11

SCREW QTY WEBS

E‐B:10

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.95 BC 0.11 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) 0.33 C >243 Vert(TL) 0.24 C >331 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐D 362 USWD 073 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc B‐E Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐43 362S162‐68 B‐D Attach to back of member over entire available length w/2 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)E/4‐5‐11/UKN, D/4‐5‐11/UKN Max Down E=130(LC No. 1‐D+Lr), D=1302(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift E=‐1496(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐271/8, A‐B=‐345/155, B‐C=0/353, B‐D=‐2173/592 BOT CHORD D‐E=‐1/1 WEBS B‐E=‐889/2948 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 30.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 473 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U64

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:06 2016 Page 1 Galvanization = G60 Truss weight = 52 lbs

SCREW QTY (Total = 18 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, I‐B:2 WEBS B‐H:2, C‐H:2, D‐G:2 2-2-0

4-0-11

-2-1-15

4-0-11

8-1-6

E D 2

12.00 12 10-0-15

2-2-0

2 2

I SCREW QTY WEBS

10-3-6

4-0-11

8-1-6

FReplace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

G‐D:2, H‐B:3, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐3‐12 Code IBC2009 AISI‐S100/S214

CSI TC 0.70 BC 0.11 WB 0.69

DEFL (in) (loc) l/defl Vert(LL) 0.16 A >306 Vert(TL) 0.13 A >387 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐I 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)I/2‐0‐0/CON, F/6‐1‐6/UKN, H/6‐1‐6/UKN, G/6‐1‐6/UKN Max Down I=552(LC No. 1‐D+Lr), F=5(LC No. 1‐D+Lr), H=437(LC No. 1‐D+Lr), G=306(LC No. 1‐D+Lr) I=‐9(LC No. 12‐0.6D+MWFRS 2E L), H=‐236(LC No. 14‐0.6D+MWFRS 3E L), G=‐199(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐526/221, A‐B=0/181, B‐C=‐564/407, C‐D=‐294/113, D‐E=‐82/0 BOT CHORD H‐I=‐816/348, G‐H=0/0, F‐G=0/0 WEBS C‐H=‐527/183, B‐H=‐388/915, D‐G=‐276/381 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 33.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 453 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U65

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:09 2016 Page 1 Galvanization = G60 Truss weight = 42 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐F:2, F‐E:2 WEBS D‐F:2, D‐G:2 0-8-0

3-7-0

3-9-0

-0-8-0

3-7-0

7-4-0

E 2

8-0-0

7-9-8

12.00 12

2 2

0-8-0

700USJ073x4

C AB

2 2

F Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

SCREW QTY CHORDS WEBS

3-7-0

1-1-0

2-8-0

3-7-0

4-8-0

7-4-0

‐G:6 C F‐D:2, G‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐6‐14 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.09 WB 0.25

DEFL (in) (loc) l/defl Vert(LL) ‐0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/5‐4‐0/UKN, C/2‐0‐0/CON, G/5‐4‐0/UKN Max Down F=324(LC No. 1‐D+Lr), C=412(LC No. 1‐D+Lr), G=378(LC No. 1‐D+Lr) F=‐117(LC No. 14‐0.6D+MWFRS 3E L), G=‐28(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=0/60, C‐D=‐387/252, D‐E=‐200/113, E‐F=‐197/151 BOT CHORD C‐G=‐162/177, F‐G=‐161/181 WEBS D‐G=‐309/152, D‐F=‐268/238 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.9 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 296 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U66

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:12 2016 Page 1 Galvanization = G60 Truss weight = 42 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐C:2, D‐E:2, E‐D:2 WEBS C‐E:2, C‐F:3 0-8-0

3-7-0

3-9-0

-0-8-0

3-7-0

7-4-0

D 2

0-8-0

2 4

700USJ073x4

SCREW QTY CHORDS WEBS

8-0-0

7-9-8

12.00 12

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

3-7-0

1-1-0

2-5-1

0-2-15

3-7-0

4-8-0

7-1-1

7-4-0

‐F:8 B E‐C:2, F‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐7‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.14 WB 0.68

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) ‐0.02 B >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/5‐4‐0/UKN, F/5‐4‐0/UKN Max Down E=135(LC No. 12‐0.6D+MWFRS 2E L), F=1179(LC No. 1‐D+Lr) Max Uplift E=‐244(LC No. 14‐0.6D+MWFRS 3E L), F=‐40(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal E=236(LC No. 1‐D+Lr), F=‐236(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/50, B‐C=‐226/538, C‐D=‐201/112, D‐E=‐197/151 BOT CHORD B‐F=‐241/305, E‐F=0/0 WEBS C‐F=‐1066/0, C‐E=‐289/425 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.1 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U67

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:14 2016 Page 1 Galvanization = G60 Truss weight = 40 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, E‐D:2, E‐F:2, F‐G:2, G‐F:2 WEBS D‐H:2, D‐I:2, E‐H:2 0-8-0

2-2-10

2-2-3

2-11-3

-0-8-0

2-2-10

4-4-13

7-4-0

325USJ073x8 E

2 2

5-0-13

12.00 12 D

0-8-0

700USJ073x4

C B

2 2

SCREW QTY CHORDS WEBS

G Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

2-2-10

2-2-3

0-3-3

1-1-2

1-6-14

2-2-10

4-4-13

4-8-0

5-9-2

7-4-0

‐I:4 C H‐D:2, H‐E:2, I‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.18 BC 0.05 WB 0.23

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) 0.00 A >999 Horz(TL) ‐0.00 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/5‐4‐0/UKN, C/2‐0‐0/CON, H/5‐4‐0/UKN, I/5‐4‐0/UKN Max Down G=221(LC No. 1‐D+Lr), C=335(LC No. 2‐D+Unbal.Lr L), H=463(LC No. 1‐D+Lr), I=228(LC No. 1‐D+Lr) G=‐60(LC No. 12‐0.6D+MWFRS 2E L), H=‐89(LC No. 14‐0.6D+MWFRS 3E L), I=‐10(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/67, C‐D=‐274/173, D‐E=‐146/75, E‐F=‐10/8, F‐G=‐198/98 BOT CHORD C‐I=‐102/115, H‐I=‐101/118, G‐H=‐1/1 WEBS E‐H=‐315/210, D‐H=‐187/159, D‐I=‐195/87 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 31.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 226 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U68

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:17 2016 Page 1 Galvanization = G60 Truss weight = 45 lbs

SCREW QTY (Total = 21 ). All Screws Are #12‐14 T/3 CHORDS A‐E:3, B‐D:2, D‐B:6, E‐A:4 WEBS A‐D:2 4-5-15

2-0-0

4-5-15

6-5-15

C 12.00 12 B

11-3-0

9-5-8

A 2

4-11-9

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

4-5-15 4-5-15

SCREW QTY WEBS

D‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.68 BC 0.11 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) 0.12 C >381 Vert(TL) 0.10 C >440 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐E 362 USWD 046 50, B‐D 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/4‐5‐15/UKN, D/4‐5‐15/UKN Max Down E=706(LC No. 14‐0.6D+MWFRS 3E L), D=692(LC No. 1‐D+Lr) D=‐826(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐1185/235, A‐B=‐668/262, B‐C=‐203/0, B‐D=‐650/874 BOT CHORD D‐E=‐1/1 WEBS A‐D=‐393/944 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.0 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 339 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U69

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:19 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:4, D‐A:3 WEBS A‐C:2 6-5-3 6-5-3

12.00 12

A 16-3-0 10-0-4

16-5-7

2 2

4 4

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D 6-5-3 6-5-3

SCREW QTY WEBS

C‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.24 WB 0.74

DEFL (in) (loc) l/defl Vert(LL) 0.02 C‐D >999 Vert(TL) ‐0.05 C‐D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 B‐C Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/6‐5‐3/UKN, C/6‐5‐3/UKN, C/6‐5‐3/UKN Max Down D=526(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), C=490(LC No. 1‐D+Lr), C=490(LC No. 1‐D+Lr) Max Uplift D=‐85(LC No. 12‐0.6D+MWFRS 2E L), C=‐506(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐910/504, A‐B=‐357/289, B‐C=‐497/387 BOT CHORD C‐D=‐1/1 WEBS A‐C=‐723/942 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 24.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 235 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U70

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:24 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:3, D‐A:5 WEBS B‐D:2 6-5-3 6-5-3

12.00 12

16-2-15

B 2 2 16

10-0-4

5 4

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D SCREW QTY WEBS

0-3-0

6-2-3

0-3-0

6-5-3

D‐B:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.34 WB 0.74

DEFL (in) (loc) l/defl Vert(LL) 0.10 C‐D >765 Vert(TL) 0.07 C‐D >987 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 A‐D Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/6‐5‐3/UKN, D/6‐5‐3/UKN, C/6‐5‐3/UKN Max Down D=491(LC No. 1‐D+Lr), D=491(LC No. 1‐D+Lr), C=502(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R) Max Uplift D=‐617(LC No. 14‐0.6D+MWFRS 3E L), C=‐196(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐497/387, A‐B=‐357/289, B‐C=‐910/504 BOT CHORD C‐D=‐1/1 WEBS B‐D=‐723/942 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 24.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 237 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U71

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:27 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:4, D‐A:3 WEBS A‐C:2 6-5-3 6-5-3

12.00 12

A 16-3-0 10-0-4

16-5-7

2 2

4 4

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle D

C 6-5-3 6-5-3

SCREW QTY WEBS

C‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.23 WB 0.74

DEFL (in) (loc) l/defl Vert(LL) 0.02 C‐D >999 Vert(TL) ‐0.05 C‐D >999 Horz(TL) ‐0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 B‐C Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/5‐4‐6/UKN, C/1‐0‐13/UKN Max Down D=528(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), C=490(LC No. 1‐D+Lr) Max Uplift D=‐87(LC No. 12‐0.6D+MWFRS 2E L), C=‐508(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐910/504, A‐B=‐357/289, B‐C=‐497/387 BOT CHORD C‐D=‐417/321 WEBS A‐C=‐723/942 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 24.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 236 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U72

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:29 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:4, D‐A:3 WEBS A‐C:3 6-3-6 6-3-6

12.00 12

B 2

10-2-2

16-5-7

16-2-15

3 2

4 4

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle D

C 6-3-6 6-3-6

SCREW QTY WEBS

C‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.81 BC 0.22 WB 0.75

DEFL (in) (loc) l/defl Vert(LL) 0.02 C‐D >999 Vert(TL) ‐0.05 C‐D >999 Horz(TL) ‐0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 B‐C Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)D/5‐1‐9/UKN, C/1‐1‐13/UKN Max Down D=526(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), C=478(LC No. 1‐D+Lr) Max Uplift D=‐92(LC No. 12‐0.6D+MWFRS 2E L), C=‐511(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐922/517, A‐B=‐349/282, B‐C=‐485/378 BOT CHORD C‐D=‐408/313 WEBS A‐C=‐727/948 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 23.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 230 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U73

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:31 2016 Page 1 Galvanization = G60 Truss weight = 47 lbs

SCREW QTY (Total = 13 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:3, D‐A:2 WEBS A‐C:2 6-1-6 6-1-6

B 2

10-3-6

10-0-15

12.00 12

A 2

4-2-0

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D SCREW QTY WEBS

0-3-0

5-10-6

0-3-0

6-1-6

C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐3‐12 Code IBC2009 AISI‐S100/S214

CSI TC 0.64 BC 0.22 WB 0.17

DEFL (in) (loc) l/defl Vert(LL) 0.06 C‐D >999 Vert(TL) 0.04 C‐D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)D/6‐1‐6/UKN, D/6‐1‐6/UKN, C/6‐1‐6/UKN Max Down D=385(LC No. 1‐D+Lr), D=385(LC No. 1‐D+Lr), C=385(LC No. 1‐D+Lr) D=‐68(LC No. 12‐0.6D+MWFRS 2E L), C=‐316(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐374/124, A‐B=‐288/231, B‐C=‐395/315 BOT CHORD C‐D=‐0/0 WEBS A‐C=‐370/486 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 19.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 188 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U74

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:34 2016 Page 1 Galvanization = G60 Truss weight = 30 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS C‐E:2, C‐F:2 0-11-5

2-11-13

-0-11-4

2-11-13

5-11-11

D 2

8.49 12

4-10-11

4-9-4

C 2 2

0-8-0

B 2

A 2

SCREW QTY WEBS

E Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

F 2-11-13

2-11-13

5-11-11

E‐C:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.19 BC 0.07 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 30 USW 057 50, D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐8‐7/CON, E/3‐1‐12/UKN, F/3‐1‐12/UKN Max Down G=340(LC No. 1‐D+Lr), E=181(LC No. 1‐D+Lr), F=536(LC No. 1‐D+Lr) G=‐134(LC No. 14‐0.6D+MWFRS 3E L), E=‐217(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐319/298, A‐B=0/79, B‐C=‐106/254, C‐D=‐141/74, D‐E=‐159/96 BOT CHORD F‐G=‐428/256, E‐F=‐428/255 WEBS C‐F=‐464/0, C‐E=‐338/567 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 26.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 220 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U75

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:36 2016 Page 1 Galvanization = G60 Truss weight = 31 lbs

SCREW QTY (Total = 19 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:3, G‐B:2 WEBS C‐E:2, C‐F:2 0-9-2

2-8-0

-0-9-2

2-8-0

5-4-0

D 2

6-1-2

5-10-10

12.00 12

2 2

0-9-2

B 3

G SCREW QTY WEBS

2-8-0

1-0-0

1-8-0

2-8-0

3-8-0

5-4-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E‐C:3, F‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.19 BC 0.07 WB 0.29

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) 0.00 A >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 25 USW 046 50, D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50 *Except* C‐F 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐0‐0/CON, E/3‐4‐0/UKN, F/3‐4‐0/UKN G=282(LC No. 1‐D+Lr), E=176(LC No. 20‐D+0.75S+0.75L+0.75MWFRS 2E L), F=511(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L) Max Down Max Uplift G=‐161(LC No. 14‐0.6D+MWFRS 3E L), E=‐362(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐263/345, A‐B=0/75, B‐C=‐121/331, C‐D=‐154/87, D‐E=‐153/115 BOT CHORD F‐G=‐524/321, E‐F=‐524/320 C‐F=‐794/200, C‐E=‐508/831 WEBS NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 23.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 264 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U76

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:39 2016 Page 1 Galvanization = G60 Truss weight = 25 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, D‐E:2, E‐D:2, G‐B:2 WEBS C‐E:2, C‐F:2 0-11-5

2-4-3

-0-11-4

2-4-3

4-8-6

D 2

8.48 12

3-11-14

3-10-7

C 2 2

0-8-0

B 2

A 2

SCREW QTY WEBS

2-4-3

4-8-6

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E‐C:2, F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.13 BC 0.05 WB 0.11

DEFL (in) (loc) l/defl Vert(LL) 0.01 A >999 Vert(TL) 0.01 A >999 Horz(TL) ‐0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 30 USW 057 50, D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/2‐8‐7/UKN, E/1‐11‐15/UKN, F/2‐8‐7/UKN Max Down G=310(LC No. 1‐D+Lr), E=144(LC No. 1‐D+Lr), F=398(LC No. 1‐D+Lr) G=‐139(LC No. 14‐0.6D+MWFRS 3E L), E=‐190(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐294/291, A‐B=0/79, B‐C=‐92/237, C‐D=‐108/58, D‐E=‐127/78 BOT CHORD F‐G=‐1/1, E‐F=‐361/201 WEBS C‐F=‐405/0, C‐E=‐273/489 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.8 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 185 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 4.11 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.53. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U78

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:41 2016 Page 1 Galvanization = G60 Truss weight = 27 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS B‐E:2, C‐D:2, D‐C:2, E‐B:2 WEBS B‐D:2 1-11-6

3-10-1

-1-11-5

3-10-1

C 2

12.00 12 5-6-15

5-9-7

1-11-6

D Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

E 3-10-1 3-10-1

SCREW QTY WEBS

D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐7‐2 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.08 WB 0.12

DEFL (in) (loc) l/defl Vert(LL) 0.11 A >394 Vert(TL) 0.09 A >471 Horz(TL) ‐0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐E 25 USW 046 50, C‐D 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/2‐0‐0/CON, D/1‐10‐1/UKN Max Down E=572(LC No. 1‐D+Lr), D=195(LC No. 1‐D+Lr) D=‐142(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐E=‐539/0, A‐B=0/177, B‐C=‐207/143, C‐D=‐245/87 BOT CHORD D‐E=‐438/171 WEBS B‐D=‐227/581 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 20.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 284 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U79

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:43 2016 Page 1 Galvanization = G60 Truss weight = 49 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:3, D‐A:4 WEBS B‐D:2 2-5-3 2-5-3

12.00 12

B 2

10-0-4

12-2-15

4 3

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D SCREW QTY WEBS

0-3-0

2-2-3

0-3-0

2-5-3

D‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.04 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.00 C‐D >999 Vert(TL) 0.00 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)D/2‐5‐3/UKN, D/2‐5‐3/UKN, C/2‐5‐3/UKN Max Down D=233(LC No. 11‐0.6D+MWFRS R to L), D=171(LC No. 1‐D+Lr), C=375(LC No. 14‐0.6D+MWFRS 3E L) D=‐460(LC No. 14‐0.6D+MWFRS 3E L), C=‐193(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐177/146, A‐B=‐131/103, B‐C=‐891/601 BOT CHORD C‐D=‐1/1 WEBS B‐D=‐655/873 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 8.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 83 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U80

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:48 2016 Page 1 Galvanization = G60 Truss weight = 49 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:4, D‐A:3 WEBS A‐C:2 2-5-3 2-5-3

12.00 12

B 2

A 2

10-0-4

12-5-7

12-2-15

3 4

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

D 2-5-3 2-5-3

SCREW QTY WEBS

C‐A:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.03 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.00 D >999 Vert(TL) ‐0.00 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐D 362 USWD 046 50, B‐C 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)D/2‐5‐3/UKN, C/2‐5‐3/UKN, C/2‐5‐3/UKN Max Down D=414(LC No. 14‐0.6D+MWFRS 3E L), C=271(LC No. 12‐0.6D+MWFRS 2E L), C=170(LC No. 1‐D+Lr) D=‐155(LC No. 12‐0.6D+MWFRS 2E L), C=‐421(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐891/601, A‐B=‐131/103, B‐C=‐177/146 BOT CHORD C‐D=‐1/1 WEBS A‐C=‐655/873 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 8.5 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 82 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U81

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:51 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐D:2, B‐C:2, C‐B:2, D‐A:2 WEBS A‐C:2 2-3-6 2-3-6

12.00 12

B 2

A 2

4-2-0

6-2-14

6-5-6

D SCREW QTY WEBS

C Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

0-3-0

2-0-6

0-3-0

2-3-6

C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 3‐3‐4 Code IBC2009 AISI‐S100/S214

CSI TC 0.18 BC 0.03 WB 0.15

DEFL (in) (loc) l/defl Vert(LL) 0.00 C‐D >999 Vert(TL) 0.00 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐D 30 USW 046 50, B‐C 30 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 30 USW 046 50 *Except* A‐C 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)D/2‐3‐6/UKN, D/2‐3‐6/UKN, C/2‐3‐6/UKN D=149(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), D=133(LC No. 1‐D+Lr), C=133(LC No. 1‐D+Lr) Max Down Max Uplift D=‐64(LC No. 12‐0.6D+MWFRS 2E L), C=‐189(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐D=‐311/181, A‐B=‐102/80, B‐C=‐138/114 BOT CHORD C‐D=‐0/0 WEBS A‐C=‐237/317 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 6.6 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 65 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

U82

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:13:54 2016 Page 1 Galvanization = G60 Truss weight = 7 lbs

SCREW QTY (Total = 8 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, D‐E:2, E‐D:2 0-8-0

1-4-0

-0-8-0

1-4-0

12.00 12700USJ073x4

1-9-8

2-0-0

C 2

0-8-0

B 2

A F

SCREW QTY CHORDS

0-3-0

1-1-0

0-3-0

1-4-0

Replace BC with 3-1/2" x 1-1/2" x 54 mil Bent Angle

C‐E:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.11 BC 0.01 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) 0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 035 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/1‐4‐0/CON, C/0‐6‐0/CON Max Down E=50(LC No. 10‐0.6D+MWFRS L to R), C=240(LC No. 1‐D+Lr) Max Uplift C=‐88(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal E=‐16(LC No. 12‐0.6D+MWFRS 2E L), C=95(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/56, B‐C=0/81, C‐D=‐84/43, D‐E=‐72/5 BOT CHORD C‐F=0/4, E‐F=‐4/0 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 7.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left and Right Cantilevers are exposed to wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:00 2016 Page 1 Galvanization = G60 Truss weight = 118 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2, C‐D:2, G‐F:2, G‐H:2, H‐G:2 WEBS B‐N:2, C‐M:2, D‐L:3, E‐K:2, F‐J:3, G‐I:2 6-4-6

4-1-5

6-7-0

2-3-1

6-4-6

10-5-11

17-0-11

23-7-11

30-2-11

36-9-11

39-0-12

325USJ073x8 B 2

325USJ073x6

325USJ073x10 C 2

P D

325USJ073x10 G

F R

2-3-1

6-1-14

12.00 12

SCREW QTY CHORDS WEBS

I 325USJ073x6

6-4-6

4-1-5

6-7-0

2-3-1

6-4-6

10-5-11

17-0-11

23-7-11

30-2-11

36-9-11

39-0-12

‐N:2, H‐I:2 A I‐G:2, J‐F:3, K‐E:3, L‐D:3, M‐C:2, N‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.15 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C, C‐G, G‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/39‐0‐12/UKN, H/39‐0‐12/UKN, N/39‐0‐12/UKN, M/39‐0‐12/UKN, L/39‐0‐12/UKN, K/39‐0‐12/UKN, J/39‐0‐12/UKN, I/39‐0‐12/UKN A=589(LC No. 1‐D+Lr), H=273(LC No. 1‐D+Lr), N=614(LC No. 1‐D+Lr), M=856(LC No. 1‐D+Lr), L=1177(LC No. 1‐D+Lr), K=990(LC No. 3‐D+Unbal.Lr R), J=1187(LC No. 3‐D+Unbal.Lr R), I=554(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift A=‐17(LC No. 14‐0.6D+MWFRS 3E L), M=‐29(LC No. 14‐0.6D+MWFRS 3E L), L=‐111(LC No. 11‐0.6D+MWFRS R to L), K=‐97(LC No. 13‐0.6D+MWFRS 2E R), J=‐303(LC No. 13‐0.6D+MWFRS 2E R), I=‐109(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal A=204(LC No. 11‐0.6D+MWFRS R to L), H=‐172(LC No. 10‐0.6D+MWFRS L to R), I=4(LC No. 2‐D+Unbal.Lr L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐402/78, B‐O=‐167/157, B‐C=‐321/174, C‐P=‐118/40, D‐P=‐118/40, D‐E=‐118/39, E‐Q=‐118/39, F‐Q=‐118/39, F‐R=‐110/39, G‐R=‐121/39, G‐H=‐254/96 BOT CHORD A‐N=‐0/0, M‐N=0/0, L‐M=0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐3/3 WEBS B‐N=‐497/38, C‐M=‐759/298, D‐L=‐1041/273, E‐K=‐860/160, F‐J=‐1051/296, G‐I=‐445/269 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 500.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:56 2016 Page 1 Galvanization = G60 Truss weight = 92 lbs

SCREW QTY (Total = 41 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, F‐E:2, F‐G:2, G‐F:2 WEBS B‐L:2, C‐K:3, D‐J:2, E‐I:3, F‐H:2 2-3-1

6-7-10

2-3-1

8-10-11

15-6-6

22-2-0

28-9-11

31-0-12

325USJ073x10 B

12.00 12

325USJ073x10 F

2 2

2-3-1

325USJ073x6

2 3

H 325USJ073x6

SCREW QTY CHORDS WEBS

2-3-1

6-7-10

2-3-1

8-10-11

15-6-6

22-2-0

28-9-11

31-0-12

‐L:2, G‐H:2 A H‐F:2, I‐E:3, J‐D:3, K‐C:3, L‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.89 BC 0.15 WB 0.29

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐F, F‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/31‐0‐12/UKN, G/31‐0‐12/UKN, L/31‐0‐12/UKN, K/31‐0‐12/UKN, J/31‐0‐12/UKN, I/31‐0‐12/UKN, H/31‐0‐12/UKN Max Down A=197(LC No. 1‐D+Lr), G=226(LC No. 1‐D+Lr), L=550(LC No. 2‐D+Unbal.Lr L), K=1198(LC No. 2‐D+Unbal.Lr L), J=994(LC No. 2‐D+Unbal.Lr L), I=1198(LC No. 3‐D+Unbal.Lr R), H=569(LC No. 3‐D+Unbal.Lr R) L=‐13(LC No. 11‐0.6D+MWFRS R to L), K=‐113(LC No. 12‐0.6D+MWFRS 2E L), J=‐96(LC No. 13‐0.6D+MWFRS 2E R), I=‐303(LC No. 13‐0.6D+MWFRS 2E R), H=‐47(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal A=80(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), G=‐89(LC No. 23‐D+0.75S+0.75L+0.75MWFRS 3E R), L=‐1(LC No. 2‐D+Unbal.Lr L), H=4(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐176/35, B‐M=‐74/53, C‐M=‐67/53, C‐D=‐72/55, D‐N=‐72/55, E‐N=‐72/55, E‐O=‐67/53, F‐O=‐74/53, F‐G=‐189/43 BOT CHORD A‐L=‐0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=0/0, G‐H=‐3/3 WEBS B‐L=‐438/174, C‐K=‐1061/276, D‐J=‐864/160, E‐I=‐1061/296, F‐H=‐459/190 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 315.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:36 2016 Page 1 Galvanization = G60 Truss weight = 129 lbs

SCREW QTY (Total = 107 ). All Screws Are #12‐14 T/3 CHORDS A‐B:3, E‐D:2, E‐F:2, I‐H:3 WEBS B‐P:2, C‐O:2, D‐N:2, F‐L:2, G‐K:2, H‐J:2 2-3-9

2-0-0

2-3-9

4-3-9

6-3-9

8-3-9

10-3-9

12-3-9

14-3-9

16-3-9

18-3-9

20-3-9

22-3-9

24-3-9

26-3-9

28-7-1

325USJ073x8 E 2

Truss F to be shipped in (2) segments. Field Assembly (gusset plates) required.

12.00 12

14-1-1

C 2

30USW046x6

2 2

LABEL V3L

2 4

30USW046x6

35USC046x12" SCREW QTY CHORDS WEBS

LABEL V3R

2-3-9

2-0-0

2-3-9

4-3-9

6-3-9

8-3-9

10-3-9

12-3-9

14-3-9

16-3-9

18-3-9

20-3-9

22-3-9

24-3-9

26-3-9

28-7-1

‐P:2, I‐J:2, M‐L:4, M‐N:4 A J‐H:2, K‐G:2, L‐F:2, N‐D:2, O‐C:2, P‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.44 BC 0.11 WB 0.79

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.02 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E, E‐I BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐O, G‐K Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. D‐N, F‐L UST Brace Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/28‐7‐1/UKN, I/28‐7‐1/UKN, N/28‐7‐1/UKN, O/28‐7‐1/UKN, P/28‐7‐1/UKN, L/28‐7‐1/UKN, K/28‐7‐1/UKN, J/28‐7‐1/UKN Max Down A=442(LC No. 14‐0.6D+MWFRS 3E L), I=419(LC No. 23‐D+0.75S+0.75L+0.75MWFRS 3E R), N=547(LC No. 1‐D+Lr), O=631(LC No. 2‐D+Unbal.Lr L), P=722(LC No. 1‐D+Lr), L=565(LC No. 1‐D+Lr), K=635(LC No. 3‐D+Unbal.Lr R), J=759(LC No. 1‐D+Lr) Max Uplift A=‐87(LC No. 10‐0.6D+MWFRS L to R), I=‐58(LC No. 13‐0.6D+MWFRS 2E R), N=‐46(LC No. 14‐0.6D+MWFRS 3E L), O=‐129(LC No. 14‐0.6D+MWFRS 3E L), P=‐121(LC No. 14‐0.6D+MWFRS 3E L), L=‐39(LC No. 15‐0.6D+MWFRS 3E R), K=‐131(LC No. 15‐0.6D+MWFRS 3E R), J=‐90(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1034/920, B‐Q=‐704/440, C‐Q=‐602/542, C‐D=‐327/202, D‐E=‐246/47, E‐F=‐246/55, F‐R=‐204/198, G‐R=‐325/186, G‐S=‐596/538, H‐S=‐698/437, H‐I=‐1040/937 BOT CHORD A‐P=‐716/909, O‐P=‐716/908, N‐O=‐716/908, M‐N=‐716/908, L‐M=‐716/908, K‐L=‐716/908, J‐K=‐716/908, I‐J=‐716/914 WEBS D‐N=‐486/314, C‐O=‐633/408, B‐P=‐697/467, F‐L=‐497/319, G‐K=‐638/407, H‐J=‐728/484 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 266.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 653 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:08 2016 Page 1 Galvanization = G60 Truss weight = 124 lbs

SCREW QTY (Total = 106 ). All Screws Are #12‐14 T/3 CHORDS A‐B:3, E‐D:2, E‐F:2, I‐H:3 WEBS B‐P:2, C‐O:2, D‐N:2, F‐L:2, G‐K:2, H‐J:2 1-10-4

2-0-0

1-10-4

3-10-4

5-10-4

7-10-4

9-10-4

11-10-4

13-10-4

15-10-4

17-10-4

19-10-4

21-10-4

23-10-4

25-10-4

27-8-8

325USJ073x8 E 2

D 2

13-7-12

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required.

C 2

30USW046x6 B

2 2

LABEL V4L

2 4

30USW046x6

35USC046x12" SCREW QTY CHORDS WEBS

LABEL V4R

1-10-4

2-0-0

1-10-4

3-10-4

5-10-4

7-10-4

9-10-4

11-10-4

13-10-4

15-10-4

17-10-4

19-10-4

21-10-4

23-10-4

25-10-4

27-8-8

‐P:2, I‐J:2, M‐L:4, M‐N:4 A J‐H:2, K‐G:2, L‐F:2, N‐D:2, O‐C:2, P‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.39 BC 0.10 WB 0.72

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.02 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

REACTIONS (jt/size/material)A/27‐8‐8/UKN, I/27‐8‐8/UKN, N/27‐8‐8/UKN, O/27‐8‐8/UKN, P/27‐8‐8/UKN, L/27‐8‐8/UKN, K/27‐8‐8/UKN, J/27‐8‐8/UKN Max Down A=432(LC No. 14‐0.6D+MWFRS 3E L), I=400(LC No. 23‐D+0.75S+0.75L+0.75MWFRS 3E R), N=550(LC No. 1‐D+Lr), O=653(LC No. 2‐D+Unbal.Lr L), P=671(LC No. 1‐D+Lr), L=553(LC No. 1‐D+Lr), K=643(LC No. 3‐D+Unbal.Lr R), J=711(LC No. 1‐D+Lr) Max Uplift A=‐99(LC No. 10‐0.6D+MWFRS L to R), I=‐67(LC No. 13‐0.6D+MWFRS 2E R), N=‐46(LC No. 14‐0.6D+MWFRS 3E L), O=‐132(LC No. 14‐0.6D+MWFRS 3E L), P=‐112(LC No. 14‐0.6D+MWFRS 3E L), L=‐45(LC No. 15‐0.6D+MWFRS 3E R), K=‐131(LC No. 15‐0.6D+MWFRS 3E R), J=‐78(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1026/895, B‐Q=‐716/449, C‐Q=‐614/551, C‐D=‐326/198, D‐E=‐247/50, E‐F=‐248/51, F‐G=‐327/200, G‐R=‐606/546, H‐R=‐708/444, H‐I=‐1032/912 BOT CHORD A‐P=‐691/884, O‐P=‐691/883, N‐O=‐691/883, M‐N=‐691/883, L‐M=‐691/883, K‐L=‐691/883, J‐K=‐691/883, I‐J=‐692/889 WEBS D‐N=‐488/313, C‐O=‐654/431, B‐P=‐648/439, F‐L=‐491/316, G‐K=‐644/418, H‐J=‐681/458 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 250.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 632 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:49 2016 Page 1 Galvanization = G60 Truss weight = 104 lbs

SCREW QTY (Total = 42 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, C‐D:2, K‐L:2, L‐K:2 WEBS B‐T:2, D‐S:2, E‐R:2, F‐Q:2, G‐P:2, H‐O:2, I‐N:2, J‐M:2 0-9-5

2-9-11

0-5-5

3-0-9

3-0-10

4-0-0

3-1-13

3-2-8

3-4-0

0-9-5

3-7-0

4-0-5

7-0-14

10-1-8

14-1-8

17-3-5

20-5-13

23-9-13

27-1-13

325USJ073x10 C D

AA F

AB AC

AD AE AF

AGAH

AK AL

2 2

12.00 12

V 3-7-0

B A 2

SCREW QTY CHORDS WEBS

0-9-5

3-3-0

3-0-9

3-0-10

4-0-0

3-1-13

3-2-8

3-4-0

0-9-5

4-0-5

7-0-14

10-1-8

14-1-8

17-3-5

20-5-13

23-9-13

27-1-13

T ‐S:2 M‐J:2, N‐I:2, O‐H:2, P‐G:2, Q‐F:2, R‐E:2, S‐D:2, T‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27 BC 0.07 WB 0.30

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* K‐L 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐K BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/27‐1‐13/UKN, L/27‐1‐13/UKN, S/27‐1‐13/UKN, R/27‐1‐13/UKN, Q/27‐1‐13/UKN, P/27‐1‐13/UKN, O/27‐1‐13/UKN, N/27‐1‐13/UKN, M/27‐1‐13/UKN A=339(LC No. 5‐D+Unbal.S L), L=131(LC No. 3‐D+Unbal.Lr R), S=673(LC No. 1‐D+Lr), R=531(LC No. 3‐D+Unbal.Lr R), Q=669(LC No. 1‐D+Lr), P=670(LC No. 1‐D+Lr), O=577(LC No. 3‐D+Unbal.Lr R), N=731(LC No. 3‐D+Unbal.Lr R), M=843(LC No. 1‐D+Lr) Max Down Max Uplift A=‐26(LC No. 14‐0.6D+MWFRS 3E L), L=‐274(LC No. 13‐0.6D+MWFRS 2E R), S=‐161(LC No. 14‐0.6D+MWFRS 3E L), R=‐147(LC No. 12‐0.6D+MWFRS 2E L), Q=‐146(LC No. 12‐0.6D+MWFRS 2E L), P=‐156(LC No. 13‐0.6D+MWFRS 2E R), O=‐175(LC No. 13‐0.6D+MWFRS 2E R), N=‐190(LC No. 13‐0.6D+MWFRS 2E R), M=‐255(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐235/37, B‐U=‐72/41, U‐V=‐78/74, C‐V=‐78/120, C‐D=‐15/23, D‐W=‐4/1, W‐X=‐4/1, E‐X=‐4/1, E‐Y=‐4/1, Y‐Z=‐4/1, Z‐AA=‐4/1, F‐AA=‐4/1, F‐AB=‐4/1, AB‐AC=‐4/0, G‐AC=‐4/1, G‐AD=‐4/1, AD‐AE=‐4/1, AE‐AF=‐4/1, H‐AF=‐4/1, H‐AG=‐4/1, AG‐AH=‐4/1, I‐AH=‐4/1, I‐AI=‐4/1, AI‐AJ=‐4/1, J‐AJ=‐4/1, J‐AK=‐5/0, AK‐AL=‐1/0, K‐AL=‐1/2, K‐L=‐457/274 BOT CHORD S‐T=‐1/1, R‐S=0/0, Q‐R=0/0, P‐Q=0/0, O‐P=0/0, N‐O=0/0, M‐N=0/0, L‐M=‐1/1 WEBS B‐T=‐2/32, D‐S=‐664/474, E‐R=‐524/370, F‐Q=‐623/396, G‐P=‐624/389, H‐O=‐551/367, I‐N=‐667/393, J‐M=‐769/473 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 238.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 55 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) K,J, I, H, G, F, E, D, B. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:18 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 68 ). All Screws Are #12‐14 T/3 CHORDS A‐B:3, E‐D:2, E‐F:2, I‐H:3 WEBS B‐P:2, C‐O:2, D‐N:2, F‐L:2, G‐K:2, H‐J:2 1-10-4

2-0-0

1-10-4

3-10-4

5-10-4

7-10-4

9-10-4

11-10-4

13-10-4

15-10-4

17-10-4

19-10-4

21-10-4

23-8-8

325USJ073x8 E 2

12.00 12 11-7-12

C 2

25USW046x6 H

B A3

2 4

SCREW QTY CHORDS WEBS

N M L 35USC046x12"

J 25USW046x6

1-10-4

2-0-0

1-10-4

3-10-4

5-10-4

7-10-4

9-10-4

11-10-4

13-10-4

15-10-4

17-10-4

19-10-4

21-10-4

23-8-8

‐P:2, I‐J:2, M‐L:4, M‐N:4 A J‐H:2, K‐G:2, L‐F:2, N‐D:2, O‐C:2, P‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.09 WB 0.73

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E, E‐I BOT CHORD Rigid ceiling directly applied WEBS UST Brace D‐N, F‐L Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/23‐8‐8/UKN, I/23‐8‐8/UKN, N/23‐8‐8/UKN, O/23‐8‐8/UKN, P/23‐8‐8/UKN, L/23‐8‐8/UKN, K/23‐8‐8/UKN, J/23‐8‐8/UKN Max Down A=396(LC No. 14‐0.6D+MWFRS 3E L), I=329(LC No. 15‐0.6D+MWFRS 3E R), N=543(LC No. 1‐D+Lr), O=681(LC No. 2‐D+Unbal.Lr L), P=529(LC No. 1‐D+Lr), L=543(LC No. 1‐D+Lr), K=680(LC No. 3‐D+Unbal.Lr R), J=550(LC No. 1‐D+Lr) Max Uplift A=‐169(LC No. 10‐0.6D+MWFRS L to R), I=‐116(LC No. 13‐0.6D+MWFRS 2E R), N=‐67(LC No. 14‐0.6D+MWFRS 3E L), O=‐134(LC No. 14‐0.6D+MWFRS 3E L), P=‐81(LC No. 14‐0.6D+MWFRS 3E L), L=‐65(LC No. 15‐0.6D+MWFRS 3E R), K=‐134(LC No. 15‐0.6D+MWFRS 3E R), J=‐12(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1006/819, B‐C=‐759/572, C‐D=‐332/205, D‐E=‐249/48, E‐F=‐249/48, F‐G=‐332/205, G‐H=‐759/572, H‐I=‐1010/825 BOT CHORD A‐P=‐580/771, O‐P=‐580/770, N‐O=‐580/770, M‐N=‐580/770, L‐M=‐580/770, K‐L=‐580/770, J‐K=‐580/770, I‐J=‐587/787 WEBS D‐N=‐489/316, C‐O=‐677/485, B‐P=‐507/349, F‐L=‐489/316, G‐K=‐676/484, H‐J=‐516/356 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 182.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 540 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:50 2016 Page 1 Galvanization = G60 Truss weight = 76 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, D‐C:2, D‐E:2, G‐F:2 WEBS B‐K:2, C‐J:2, E‐I:2, F‐H:2 2-4-9

4-0-0

2-4-9

6-4-9

10-4-9

14-4-9

18-4-9

20-9-2

325USJ073x8 D 2

12.00 12 E

10-2-1

C 2

325USJ073x6 F

B 2

H 325USJ073x6

SCREW QTY CHORDS WEBS

2-4-9

4-0-0

2-4-9

6-4-9

10-4-9

14-4-9

18-4-9

20-9-2

‐K:2, G‐H:2 A H‐F:2, I‐E:2, J‐C:2, K‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.39 BC 0.16 WB 0.92

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D, D‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/20‐9‐2/UKN, G/20‐9‐2/UKN, J/20‐9‐2/UKN, K/20‐9‐2/UKN, I/20‐9‐2/UKN, H/20‐9‐2/UKN Max Down A=359(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), G=323(LC No. 1‐D+Lr), J=788(LC No. 2‐D+Unbal.Lr L), K=502(LC No. 1‐D+Lr), I=784(LC No. 3‐D+Unbal.Lr R), H=554(LC No. 1‐D+Lr) A=‐75(LC No. 10‐0.6D+MWFRS L to R), G=‐40(LC No. 11‐0.6D+MWFRS R to L), J=‐97(LC No. 14‐0.6D+MWFRS 3E L), K=‐109(LC No. 14‐0.6D+MWFRS 3E L), I=‐96(LC No. 15‐0.6D+MWFRS 3E R), H=‐67(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐681/466, B‐C=‐495/211, C‐D=‐552/101, D‐E=‐551/101, E‐F=‐496/209, F‐G=‐690/478 BOT CHORD A‐K=‐297/480, J‐K=‐354/572, I‐J=‐354/572, H‐I=‐354/572, G‐H=‐355/486 WEBS C‐J=‐710/489, B‐K=‐516/365, E‐I=‐708/488, F‐H=‐536/379 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 139.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 471 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:18 2016 Page 1 Galvanization = G60 Truss weight = 83 lbs

SCREW QTY (Total = 49 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, D‐C:4, D‐E:4, I‐H:2, I‐J:2, J‐I:2, P‐B:3 WEBS B‐O:2, C‐O:2, E‐N:2, F‐M:2, G‐L:2, H‐K:2, I‐K:2 4-0-0

4-0-0

2-5-12

0-8-5

4-0-0

8-0-0

12-0-0

16-0-0

20-0-0

22-5-12

23-2-1

35USC057x12" D 4

12.00 12 325USJ073x10 I 2 J

2 2

0-4-15

1-1-4

3-9-0 -3-9-0

K 525USJ073x6

SCREW QTY CHORDS WEBS

4-0-0

3-2-1

0-4-15

4-0-0

8-0-0

12-0-0

16-0-0

20-0-0

23-2-1

23-7-0

J ‐K:2 K‐H:2, K‐I:2, L‐G:2, M‐F:2, N‐E:2, O‐B:2, O‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.98 BC 0.06 WB 0.14

DEFL (in) (loc) l/defl Vert(LL) 0.34 A >262 Vert(TL) ‐0.56 A >160 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐P 30 USW 057 50, A‐D 35 USC 057 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐I,I‐J BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)P/23‐7‐0/UKN, J/23‐7‐0/UKN, K/23‐7‐0/UKN, L/23‐7‐0/UKN, M/23‐7‐0/UKN, N/23‐7‐0/UKN, O/23‐7‐0/UKN P=1065(LC No. 1‐D+Lr), J=302(LC No. 1‐D+Lr), K=749(LC No. 1‐D+Lr), L=629(LC No. 2‐D+Unbal.Lr L), M=557(LC No. 1‐D+Lr), N=668(LC No. 2‐D+Unbal.Lr L), O=285(LC No. 3‐D+Unbal.Lr R) Max Down Max Uplift P=‐133(LC No. 10‐0.6D+MWFRS L to R), J=‐24(LC No. 10‐0.6D+MWFRS L to R), K=‐171(LC No. 13‐0.6D+MWFRS 2E R), L=‐152(LC No. 13‐0.6D+MWFRS 2E R), M=‐118(LC No. 13‐0.6D+MWFRS 2E R), N=‐91(LC No. 12‐0.6D+MWFRS 2E L), O=‐59(LC No. 11‐0.6D+MWFRS R to L) Max Horizontal J=‐271(LC No. 1‐D+Lr), K=252(LC No. 1‐D+Lr), O=20(LC No. 3‐D+Unbal.Lr R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐1034/393, A‐Q=0/0, B‐Q=0/0, B‐R=‐22/3, C‐R=‐22/3, C‐D=‐20/3, D‐E=‐22/3, E‐S=‐22/3, F‐S=‐22/3, F‐G=‐22/3, G‐T=‐22/3, T‐U=‐22/3, H‐U=‐22/3, H‐I=‐21/3, I‐J=‐387/43 BOT CHORD O‐P=‐1/1, N‐O=0/0, M‐N=0/0, L‐M=0/0, K‐L=0/0, J‐K=‐2/1 WEBS H‐K=‐597/296, I‐K=‐272/48, G‐L=‐549/261, F‐M=‐476/227, E‐N=‐590/258, C‐O=‐295/153, B‐O=‐3/22 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 239.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Connection of concentrated load(s) required at Jt(s) H,G, F, E, C, B. 8) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:47 2016 Page 1 Galvanization = G60 Truss weight = 87 lbs

SCREW QTY (Total = 32 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, H‐I:2, I‐H:2 WEBS B‐N:2, D‐M:2, E‐L:2, F‐K:2, G‐J:2 3-4-0

1-9-0

2-3-0

4-0-0

3-4-0

5-1-0

7-4-0

11-4-0

15-4-0

19-4-0

23-4-0

325USJ073x10 C

2 2

12.00 12

5-1-0

B 2

25USW046x6 P AO2

2 2

SCREW QTY CHORDS WEBS

3-4-0

4-0-0

3-4-0

7-4-0

11-4-0

15-4-0

19-4-0

23-4-0

‐N:2 A J‐G:2, K‐F:2, L‐E:2, M‐D:2, N‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.04 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* H‐I 30 USW 057 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/23‐4‐0/UKN, I/23‐4‐0/UKN, J/23‐4‐0/UKN, K/23‐4‐0/UKN, L/23‐4‐0/UKN, M/23‐4‐0/UKN, N/23‐4‐0/UKN A=162(LC No. 5‐D+Unbal.S L), I=473(LC No. 1‐D+Lr), J=735(LC No. 3‐D+Unbal.Lr R), K=672(LC No. 1‐D+Lr), L=683(LC No. 3‐D+Unbal.Lr R), M=724(LC No. 1‐D+Lr), N=641(LC No. 5‐D+Unbal.S L) Max Down Max Uplift I=‐105(LC No. 13‐0.6D+MWFRS 2E R), J=‐130(LC No. 13‐0.6D+MWFRS 2E R), K=‐124(LC No. 13‐0.6D+MWFRS 2E R), L=‐111(LC No. 13‐0.6D+MWFRS 2E R), M=‐69(LC No. 12‐0.6D+MWFRS 2E L), N=‐64(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐O=‐221/147, O‐P=‐189/160, B‐P=‐181/199, B‐C=‐167/2, C‐D=‐4/3, D‐Q=‐3/0, E‐Q=‐3/0, E‐F=‐3/0, F‐R=‐3/0, G‐R=‐3/0, G‐H=‐3/1, H‐I=‐477/310 BOT CHORD A‐N=‐0/1, M‐N=0/0, L‐M=0/0, K‐L=0/0, J‐K=0/0, I‐J=‐0/1 WEBS G‐J=‐646/188, F‐K=‐595/171, E‐L=‐602/159, D‐M=‐643/201, B‐N=‐563/255 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 174.8 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 111 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) H. 7) Where applicable, provide adequate drainage to prevent water ponding. 8) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V10

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:03 2016 Page 1 Galvanization = G60 Truss weight = 67 lbs

SCREW QTY (Total = 36 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, E‐D:2, E‐F:2, F‐E:2 WEBS B‐J:2, C‐I:3, D‐H:3, E‐G:2 2-3-1

6-2-3

2-3-1

8-5-4

14-7-7

20-9-11

23-0-12

325USJ073x10 B

325USJ073x10 E

12.00 12

2 3

3 2

2-3-1

325USJ073x6

325USJ073x6 SCREW QTY CHORDS WEBS

2-3-1

6-2-3

2-3-1

8-5-4

14-7-7

20-9-11

23-0-12

‐J:2, F‐G:2 A G‐E:2, H‐D:3, I‐C:3, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.13 WB 0.19

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐E, E‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/23‐0‐12/UKN, F/23‐0‐12/UKN, J/23‐0‐12/UKN, I/23‐0‐12/UKN, H/23‐0‐12/UKN, G/23‐0‐12/UKN Max Down A=204(LC No. 1‐D+Lr), F=234(LC No. 1‐D+Lr), J=520(LC No. 2‐D+Unbal.Lr L), I=1078(LC No. 2‐D+Unbal.Lr L), H=1078(LC No. 3‐D+Unbal.Lr R), G=539(LC No. 3‐D+Unbal.Lr R) J=‐14(LC No. 11‐0.6D+MWFRS R to L), I=‐115(LC No. 13‐0.6D+MWFRS 2E R), H=‐289(LC No. 13‐0.6D+MWFRS 2E R), G=‐42(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal A=82(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), F=‐89(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), J=‐1(LC No. 1‐D+Lr), G=3(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐182/36, B‐C=‐79/61, C‐K=‐79/63, D‐K=‐79/63, D‐E=‐79/61, E‐F=‐195/40 BOT CHORD A‐J=‐0/0, I‐J=0/0, H‐I=0/0, G‐H=0/0, F‐G=‐3/3 WEBS B‐J=‐416/161, C‐I=‐951/246, D‐H=‐951/283, E‐G=‐436/178 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 172.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V11

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:31 2016 Page 1 Galvanization = G60 Truss weight = 68 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, D‐C:2, D‐E:2, G‐F:2 WEBS B‐K:2, C‐J:2, E‐I:2, F‐H:2 1-9-2

4-0-0

1-9-2

5-9-2

9-9-2

13-9-2

17-9-2

19-6-5

325USJ073x6 D 2

12.00 12

9-6-11

C 2

325USJ073x6

B 2

SCREW QTY CHORDS WEBS

H 325USJ073x6

1-9-2

4-0-0

1-9-2

5-9-2

9-9-2

13-9-2

17-9-2

19-6-5

‐K:2, G‐H:2 A H‐F:2, I‐E:3, J‐C:2, K‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.67 BC 0.22 WB 0.74

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D, D‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/19‐6‐5/UKN, G/19‐6‐5/UKN, J/19‐6‐5/UKN, K/19‐6‐5/UKN, I/19‐6‐5/UKN, H/19‐6‐5/UKN Max Down A=372(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), G=397(LC No. 1‐D+Lr), J=819(LC No. 2‐D+Unbal.Lr L), K=452(LC No. 1‐D+Lr), I=1022(LC No. 3‐D+Unbal.Lr R), H=77(LC No. 1‐D+Lr) A=‐106(LC No. 10‐0.6D+MWFRS L to R), J=‐80(LC No. 14‐0.6D+MWFRS 3E L), K=‐121(LC No. 14‐0.6D+MWFRS 3E L), I=‐118(LC No. 15‐0.6D+MWFRS 3E R), H=‐11(LC No. 11‐0.6D+MWFRS R to L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐616/374, B‐C=‐566/156, C‐D=‐624/147, D‐E=‐717/100, E‐F=‐523/308, F‐G=‐514/258 BOT CHORD A‐K=‐221/410, J‐K=‐263/489, I‐J=‐263/489, H‐I=‐263/489, G‐H=‐247/488 WEBS C‐J=‐712/491, B‐K=‐492/349, E‐I=‐913/630, F‐H=‐86/66 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 123.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 443 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V12

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:59 2016 Page 1 Galvanization = G60 Truss weight = 128 lbs

SCREW QTY (Total = 114 ). All Screws Are #12‐14 T/3 CHORDS A‐B:5, E‐D:4, E‐F:4, H‐I:2, I‐H:2 WEBS B‐O:2, C‐N:2, D‐M:2, F‐K:2, G‐J:2 1-9-6

4-0-0

3-10-0 0-2-0

1-9-6

5-9-6

9-9-6

13-9-6

17-9-6

21-7-6 21-9-6

12.00 12

S 2

R 21-4-15

22 18

25USW046x6 P C 2 11-4-15 B A 5 2

2 4

10-2-0

LABEL 2 V12L 4

21-7-6

35USC046x12" F 2 Q4 E D 4

2 4

LABEL 2 V12R

M L K

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required. I

35USC046x12" SCREW QTY CHORDS WEBS

1-9-6

4-0-0

1-9-6

5-9-6

9-9-6

13-9-6

17-9-6

21-9-6

‐O:4, L‐K:4, L‐M:4 A J‐G:2, K‐F:2, M‐D:2, N‐C:2, O‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.84 BC 0.15 WB 0.92

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) ‐0.02 A n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* H‐I 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 OTHERS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐H BOT CHORD Rigid ceiling directly applied WEBS UST Brace D‐M Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. H‐I Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐33 362S162‐33 F‐K Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc G‐J Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐68

REACTIONS (jt/size/material)I/21‐7‐6/UKN, J/21‐7‐6/UKN, K/21‐7‐6/UKN, M/21‐7‐6/UKN, N/21‐7‐6/UKN, O/21‐7‐6/UKN, A/21‐7‐6/UKN Max Down I=248(LC No. 1‐D+Lr), J=695(LC No. 1‐D+Lr), K=628(LC No. 1‐D+Lr), M=649(LC No. 1‐D+Lr), N=655(LC No. 1‐D+Lr), O=537(LC No. 1‐D+Lr), A=724(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift I=‐37(LC No. 14‐0.6D+MWFRS 3E L), J=‐50(LC No. 11‐0.6D+MWFRS R to L), K=‐64(LC No. 14‐0.6D+MWFRS 3E L), M=‐113(LC No. 14‐0.6D+MWFRS 3E L), N=‐118(LC No. 14‐0.6D+MWFRS 3E L), O=‐72(LC No. 14‐0.6D+MWFRS 3E L), A=‐373(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1965/1786, B‐C=‐1700/1528, C‐P=‐1310/1088, D‐P=‐1208/1190, D‐E=‐985/792, E‐Q=‐599/505, F‐Q=‐882/859, F‐R=‐652/437, G‐R=‐553/537, G‐S=‐236/70, H‐S=‐98/131, H‐I=‐243/173 BOT CHORD A‐O=‐1229/1404, N‐O=‐1229/1403, M‐N=‐1229/1403, L‐M=‐1229/1403, K‐L=‐1229/1403, J‐K=‐1229/1403, I‐J=‐1228/1404 WEBS G‐J=‐676/466, F‐K=‐611/324, D‐M=‐631/315, C‐N=‐638/407, B‐O=‐523/375 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 149.6 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 745 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V13

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:25 2016 Page 1 Galvanization = G60 Truss weight = 75 lbs

SCREW QTY (Total = 52 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:3, D‐F:3 2-9-10

4-0-0

2-9-10

6-9-10

10-9-10

14-9-10

18-9-10

21-7-4

325USJ073x8 C 2

12.00 12 D

10-7-2

B 3

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

2-9-10

4-0-0

2-9-10

6-9-10

10-9-10

14-9-10

18-9-10

21-7-4

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.93 BC 0.19 WB 0.51

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied WEBS UST Brace B‐G, D‐F Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/21‐7‐4/UKN, E/21‐7‐4/UKN, G/21‐7‐4/UKN, F/21‐7‐4/UKN Max Down A=554(LC No. 1‐D+Lr), E=568(LC No. 1‐D+Lr), G=1118(LC No. 2‐D+Unbal.Lr L), F=1167(LC No. 1‐D+Lr) Max Uplift G=‐177(LC No. 14‐0.6D+MWFRS 3E L), F=‐168(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐500/284, B‐H=‐534/526, B‐C=‐485/69, C‐D=‐494/73, D‐I=‐544/545, E‐I=‐517/294 BOT CHORD A‐G=‐473/583, F‐G=‐473/583, E‐F=‐471/586 WEBS B‐G=‐1061/664, D‐F=‐1103/686 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 151.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 491 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V14

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:52 2016 Page 1 Galvanization = G60 Truss weight = 74 lbs

SCREW QTY (Total = 52 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:3, D‐F:3 2-8-4

4-0-0

2-8-4

6-8-4

10-8-4

14-8-4

18-8-4

21-4-8

325USJ073x8 C 2

12.00 12 D

10-5-12

B 3

25USW046x6

SCREW QTY CHORDS WEBS

25USW046x6

2-8-4

4-0-0

2-8-4

6-8-4

10-8-4

14-8-4

18-8-4

21-4-8

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.18 WB 0.46

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

REACTIONS (jt/size/material)A/21‐4‐8/UKN, E/21‐4‐8/UKN, G/21‐4‐8/UKN, F/21‐4‐8/UKN Max Down A=556(LC No. 1‐D+Lr), E=556(LC No. 1‐D+Lr), G=1105(LC No. 2‐D+Unbal.Lr L), F=1105(LC No. 3‐D+Unbal.Lr R) Max Uplift G=‐173(LC No. 14‐0.6D+MWFRS 3E L), F=‐173(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐487/267, B‐H=‐521/502, B‐C=‐497/75, C‐D=‐497/75, D‐I=‐521/502, E‐I=‐487/267 BOT CHORD A‐G=‐437/553, F‐G=‐437/552, E‐F=‐437/553 WEBS B‐G=‐1045/656, D‐F=‐1045/656 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 143.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 476 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V15

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:19 2016 Page 1 Galvanization = G60 Truss weight = 73 lbs

SCREW QTY (Total = 52 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:3, D‐F:3 2-6-4

4-0-0

2-6-4

6-6-4

10-6-4

14-6-4

18-6-4

21-0-8

325USJ073x8 C 2

12.00 12 D

10-3-12

B 3

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

2-6-4

4-0-0

2-6-4

6-6-4

10-6-4

14-6-4

18-6-4

21-0-8

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.86 BC 0.18 WB 0.45

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

REACTIONS (jt/size/material)A/21‐0‐8/UKN, E/21‐0‐8/UKN, G/21‐0‐8/UKN, F/21‐0‐8/UKN Max Down A=545(LC No. 1‐D+Lr), E=559(LC No. 1‐D+Lr), G=1083(LC No. 2‐D+Unbal.Lr L), F=1131(LC No. 1‐D+Lr) Max Uplift G=‐169(LC No. 14‐0.6D+MWFRS 3E L), F=‐159(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐478/261, B‐H=‐515/491, B‐C=‐493/73, C‐D=‐501/77, D‐I=‐526/510, E‐I=‐495/272 BOT CHORD A‐G=‐445/561, F‐G=‐445/560, E‐F=‐443/564 WEBS B‐G=‐1023/645, D‐F=‐1064/666 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 143.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 478 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V16

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:45 2016 Page 1 Galvanization = G60 Truss weight = 127 lbs

SCREW QTY (Total = 100 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, D‐C:4, D‐E:4, F‐E:2, F‐G:2, G‐H:2, H‐G:2 WEBS B‐M:2, C‐L:2, E‐J:2, F‐I:2, G‐I:2 4-9-8

4-0-0

3-6-8

0-5-8

4-1-8

4-9-8

8-9-8

12-9-8

16-4-0

16-9-8

20-11-0

325USJ073x8 F

12.00 12

2 2

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required.

E 35USC046x12" P 2 4 OD

16-1-8

C 16

N B 2 10-6-0 2

LABEL 2 V16L

11-9-0

325USJ073x6

10-2-13

LABEL 22 V16R

2 4

35USC046x12" SCREW QTY CHORDS WEBS

4-9-8

4-0-0

4-1-8

4-9-8

8-9-8

12-9-8

16-9-8

20-11-0

‐M:2, K‐J:4, K‐L:4 A I‐F:2, I‐G:2, J‐E:2, L‐C:2, M‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.08 WB 0.95

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* G‐H 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* G‐I 25 USW 046 50

BRACING TOP CHORD Sheathed A‐F,F‐G BOT CHORD Rigid ceiling directly applied WEBS UST Brace G‐H, C‐L Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. F‐I Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐33 362S162‐33 E‐J Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/20‐11‐0/UKN, I/20‐11‐0/UKN, J/20‐11‐0/UKN, L/20‐11‐0/UKN, M/20‐11‐0/UKN, A/20‐11‐0/UKN Max Down H=382(LC No. 1‐D+Lr), I=568(LC No. 1‐D+Lr), J=658(LC No. 1‐D+Lr), L=590(LC No. 2‐D+Unbal.Lr L), M=785(LC No. 1‐D+Lr), A=463(LC No. 11‐0.6D+MWFRS R to L) Max Uplift H=‐29(LC No. 15‐0.6D+MWFRS 3E R), J=‐172(LC No. 15‐0.6D+MWFRS 3E R), L=‐158(LC No. 14‐0.6D+MWFRS 3E L), M=‐204(LC No. 14‐0.6D+MWFRS 3E L), A=‐200(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal I=‐57(LC No. 10‐0.6D+MWFRS L to R), A=512(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐894/896, B‐N=‐532/370, C‐N=‐431/472, C‐O=‐315/183, D‐O=‐274/224, D‐P=‐266/229, E‐P=‐220/278, E‐F=‐268/242, F‐G=‐185/192, G‐H=‐345/131 BOT CHORD A‐M=‐0/0, L‐M=0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐1/1 WEBS F‐I=‐494/0, E‐J=‐650/445, C‐L=‐572/308, B‐M=‐763/511, G‐I=‐131/156 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 139.8 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V17

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:48 2016 Page 1 Galvanization = G60 Truss weight = 71 lbs

SCREW QTY (Total = 50 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:3, D‐F:3 2-3-9

4-0-0

2-3-9

6-3-9

10-3-9

14-3-9

18-3-9

20-7-1

325USJ073x8 C 2

12.00 12 D

10-1-1

B 3

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

2-3-9

4-0-0

2-3-9

6-3-9

10-3-9

14-3-9

18-3-9

20-7-1

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.81 BC 0.18 WB 0.40

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

REACTIONS (jt/size/material)A/20‐7‐1/UKN, E/20‐7‐1/UKN, G/20‐7‐1/UKN, F/20‐7‐1/UKN Max Down A=537(LC No. 1‐D+Lr), E=551(LC No. 1‐D+Lr), G=1054(LC No. 2‐D+Unbal.Lr L), F=1102(LC No. 1‐D+Lr) Max Uplift G=‐162(LC No. 14‐0.6D+MWFRS 3E L), F=‐152(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐461/244, B‐H=‐501/464, B‐C=‐499/76, C‐D=‐507/80, D‐I=‐511/483, E‐I=‐477/254 BOT CHORD A‐G=‐422/543, F‐G=‐422/542, E‐F=‐420/546 WEBS B‐G=‐994/630, D‐F=‐1034/651 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 137.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 467 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V18

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:50 2016 Page 1 Galvanization = G60 Truss weight = 71 lbs

SCREW QTY (Total = 23 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:3 1-10-14

4-0-0

1-10-14

5-10-14

9-10-14

13-10-14

17-10-14

19-9-12

325USJ073x6 C 2

12.00 12 D

9-8-6

B 2

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

1-10-14

4-0-0

1-10-14

5-10-14

9-10-14

13-10-14

17-10-14

19-9-12

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.73 BC 0.17 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 057 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/19‐9‐12/UKN, E/19‐9‐12/UKN, G/19‐9‐12/UKN, F/19‐9‐12/UKN Max Down A=522(LC No. 1‐D+Lr), E=535(LC No. 1‐D+Lr), G=1008(LC No. 2‐D+Unbal.Lr L), F=1055(LC No. 1‐D+Lr) G=‐152(LC No. 14‐0.6D+MWFRS 3E L), F=‐141(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐431/216, B‐H=‐478/420, B‐C=‐509/81, C‐D=‐516/84, D‐I=‐488/439, E‐I=‐448/226 BOT CHORD A‐G=‐385/513, F‐G=‐386/512, E‐F=‐384/516 WEBS B‐G=‐946/605, D‐F=‐985/625 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 126.8 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 449 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V19

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:53 2016 Page 1 Galvanization = G60 Truss weight = 96 lbs

SCREW QTY (Total = 36 ). All Screws Are #12‐14 T/3 CHORDS B‐P:2, D‐C:2, D‐E:2, G‐F:2, G‐H:2, J‐I:2, P‐B:2 WEBS C‐O:2, E‐N:2, F‐M:2, H‐L:2, I‐K:2 2-9-14

4-1-8

2-7-14

0-5-5

3-2-8

0-6-13

2-9-3

3-2-8

2-9-5

-2-9-13

4-1-8

6-9-6

7-2-11

10-5-3

11-0-0

13-9-3

16-11-11

19-9-0

325USJ073x6 G

12.00 12

8-6-8

2 2

325USJ073x8 E D2

4-6-6

I 2

K 325USJ073x6

SCREW QTY CHORDS WEBS

4-1-8

3-1-3

3-2-8

3-4-0

3-2-8

2-9-5

4-1-8

7-2-11

10-5-3

13-9-3

16-11-11

19-9-0

J ‐K:2 K‐I:2, L‐H:2, M‐F:2, N‐E:2, O‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.06 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) 0.19 A >361 Vert(TL) ‐0.26 A >264 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐P 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐G,G‐J BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)P/19‐9‐0/UKN, J/19‐9‐0/UKN, O/19‐9‐0/UKN, N/19‐9‐0/UKN, M/19‐9‐0/UKN, L/19‐9‐0/UKN, K/19‐9‐0/UKN P=863(LC No. 2‐D+Unbal.Lr L), J=299(LC No. 10‐0.6D+MWFRS L to R), O=433(LC No. 1‐D+Lr), N=515(LC No. 2‐D+Unbal.Lr L), M=530(LC No. 1‐D+Lr), L=529(LC No. 3‐D+Unbal.Lr R), K=532(LC No. 1‐D+Lr) Max Down Max Uplift P=‐245(LC No. 12‐0.6D+MWFRS 2E L), J=‐185(LC No. 11‐0.6D+MWFRS R to L), O=‐114(LC No. 12‐0.6D+MWFRS 2E L), N=‐133(LC No. 14‐0.6D+MWFRS 3E L), M=‐17(LC No. 10‐0.6D+MWFRS L to R), L=‐114(LC No. 15‐0.6D+MWFRS 3E R), K=‐150(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐P=‐830/243, A‐B=0/0, B‐C=0/0, C‐D=‐2/1, D‐E=‐31/155, E‐F=‐225/248, F‐G=‐164/118, G‐H=‐273/265, H‐I=‐318/318, I‐J=‐438/383 BOT CHORD O‐P=‐1/1, N‐O=0/0, M‐N=0/0, L‐M=0/0, K‐L=0/0, J‐K=‐3/3 WEBS C‐O=‐348/113, E‐N=‐474/347, F‐M=‐462/14, H‐L=‐480/303, I‐K=‐534/389 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 169.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 332 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V20

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:00 2016 Page 1 Galvanization = G60 Truss weight = 71 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-10-4

4-0-0

1-10-4

5-10-4

9-10-4

13-10-4

17-10-4

19-8-8

325USJ073x6 C 2

12.00 12 D

9-7-12

B 2

25USW046x6

SCREW QTY CHORDS WEBS

25USW046x6

1-10-4

4-0-0

1-10-4

5-10-4

9-10-4

13-10-4

17-10-4

19-8-8

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.16 WB 0.97

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 057 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/19‐8‐8/UKN, E/19‐8‐8/UKN, G/19‐8‐8/UKN, F/19‐8‐8/UKN Max Down A=525(LC No. 1‐D+Lr), E=525(LC No. 1‐D+Lr), G=1002(LC No. 2‐D+Unbal.Lr L), F=1002(LC No. 3‐D+Unbal.Lr R) G=‐150(LC No. 14‐0.6D+MWFRS 3E L), F=‐149(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐424/206, B‐H=‐470/406, B‐C=‐518/85, C‐D=‐518/85, D‐I=‐470/406, E‐I=‐424/206 BOT CHORD A‐G=‐357/488, F‐G=‐357/487, E‐F=‐357/488 WEBS B‐G=‐939/601, D‐F=‐939/601 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 121.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 437 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V21

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:04 2016 Page 1 Galvanization = G60 Truss weight = 66 lbs

SCREW QTY (Total = 37 ). All Screws Are #12‐14 T/3 CHORDS B‐N:2, C‐B:4, C‐D:4, H‐G:2, H‐I:2, I‐H:2, N‐B:3 WEBS D‐M:2, E‐L:2, F‐K:2, G‐J:2 3-9-0

4-0-0

2-5-12

1-1-4

-3-9-0

4-0-0

8-0-0

12-0-0

16-0-0

18-5-12

19-7-0

35USC073x12" C

325USJ073x8 H

12.00 12

1-1-4

2 2 2 3

J 25USW046x6

SCREW QTY CHORDS WEBS

4-0-0

3-7-0

4-0-0

8-0-0

12-0-0

16-0-0

19-7-0

I ‐J:2 J‐G:2, K‐F:2, L‐E:2, M‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.05 WB 0.19

DEFL (in) (loc) l/defl Vert(LL) 0.30 A >300 Vert(TL) ‐0.49 A >182 Horz(TL) 0.00 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐N 30 USW 057 50, A‐C 35 USC 073 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐H,H‐I BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)N/19‐7‐0/UKN, I/19‐7‐0/UKN, M/19‐7‐0/UKN, L/19‐7‐0/UKN, K/19‐7‐0/UKN, J/19‐7‐0/UKN N=1121(LC No. 1‐D+Lr), I=82(LC No. 6‐D+Unbal.S R), M=294(LC No. 2‐D+Unbal.Lr L), L=758(LC No. 1‐D+Lr), K=498(LC No. 2‐D+Unbal.Lr L), J=890(LC No. 1‐D+Lr) Max Down Max Uplift N=‐91(LC No. 13‐0.6D+MWFRS 2E R), L=‐93(LC No. 13‐0.6D+MWFRS 2E R), K=‐117(LC No. 13‐0.6D+MWFRS 2E R), J=‐115(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐N=‐1090/293, A‐B=0/0, B‐C=0/0, C‐D=0/0, D‐O=0/0, E‐O=0/0, E‐F=0/0, F‐P=0/0, G‐P=0/0, G‐H=‐4/8, H‐I=‐48/37 BOT CHORD M‐N=‐47/63, L‐M=‐47/62, K‐L=‐47/62, J‐K=‐47/62, I‐J=‐47/63 WEBS D‐M=‐205/31, E‐L=‐680/153, F‐K=‐417/165, G‐J=‐809/311 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 176.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 33 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V22

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:07 2016 Page 1 Galvanization = G60 Truss weight = 66 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-8-4

4-0-0

1-8-4

5-8-4

9-8-4

13-8-4

17-8-4

19-4-8

325USJ073x6 C 2

12.00 12 D

9-5-12

B 2

25USW046x6

SCREW QTY CHORDS WEBS

25USW046x6

1-8-4

4-0-0

1-8-4

5-8-4

9-8-4

13-8-4

17-8-4

19-4-8

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.63 BC 0.16 WB 0.93

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/19‐4‐8/UKN, E/19‐4‐8/UKN, G/19‐4‐8/UKN, F/19‐4‐8/UKN Max Down A=518(LC No. 1‐D+Lr), E=518(LC No. 1‐D+Lr), G=983(LC No. 2‐D+Unbal.Lr L), F=983(LC No. 3‐D+Unbal.Lr R) G=‐145(LC No. 14‐0.6D+MWFRS 3E L), F=‐145(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐419/194, B‐H=‐461/388, B‐C=‐522/87, C‐D=‐522/87, D‐I=‐461/388, E‐I=‐418/194 BOT CHORD A‐G=‐341/475, F‐G=‐342/475, E‐F=‐341/475 WEBS B‐G=‐919/591, D‐F=‐919/591 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 117.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 430 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V23

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:09 2016 Page 1 Galvanization = G60 Truss weight = 78 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, G‐H:2, H‐G:2 WEBS B‐L:2, D‐K:2, E‐J:2, F‐I:2 3-2-8

1-10-8

2-1-8

4-0-0

4-1-8

3-2-8

5-1-0

7-2-8

11-2-8

15-2-8

19-4-0

325USJ073x8 C

2 2

12.00 12

5-1-0

B 2

325USJ073x6 M A

2 2

SCREW QTY CHORDS WEBS

3-2-8

4-0-0

4-1-8

3-2-8

7-2-8

11-2-8

15-2-8

19-4-0

‐L:2 A I‐F:2, J‐E:2, K‐D:2, L‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.07 WB 0.53

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* G‐H 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/19‐4‐0/UKN, H/19‐4‐0/UKN, L/19‐4‐0/UKN, K/19‐4‐0/UKN, J/19‐4‐0/UKN, I/19‐4‐0/UKN Max Down A=150(LC No. 2‐D+Unbal.Lr L), H=254(LC No. 3‐D+Unbal.Lr R), L=646(LC No. 5‐D+Unbal.S L), K=690(LC No. 1‐D+Lr), J=592(LC No. 3‐D+Unbal.Lr R), I=736(LC No. 1‐D+Lr) A=‐8(LC No. 12‐0.6D+MWFRS 2E L), H=‐68(LC No. 13‐0.6D+MWFRS 2E R), L=‐145(LC No. 14‐0.6D+MWFRS 3E L), K=‐91(LC No. 13‐0.6D+MWFRS 2E R), J=‐183(LC No. 13‐0.6D+MWFRS 2E R), I=‐188(LC No. 13‐0.6D+MWFRS 2E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐377/314, B‐M=‐360/367, B‐C=‐194/15, C‐D=‐8/7, D‐E=‐5/1, E‐N=‐5/1, F‐N=‐5/1, F‐G=‐6/3, G‐H=‐222/70 BOT CHORD A‐L=‐0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐1/1 WEBS B‐L=‐600/411, D‐K=‐608/228, E‐J=‐515/179, F‐I=‐645/197 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 119.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 187 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V24

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:15 2016 Page 1 Galvanization = G60 Truss weight = 109 lbs

SCREW QTY (Total = 90 ). All Screws Are #12‐14 T/3 CHORDS A‐M:2, D‐C:4, D‐E:4, G‐F:4, M‐A:2 WEBS B‐L:2, C‐K:2, E‐I:2, F‐H:2 2-10-8

4-0-0

3-8-8

2-10-8

6-10-8

10-10-8

14-10-8

18-7-0

12.00 12

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required.

18-4-8

NO 35USC046x12" C 2 4 D 19

16 2 13

9-0-0

2 4

LABEL V24R2

35USC046x12" SCREW QTY CHORDS WEBS

LABEL V24L2 4

P 9-4-8

H 325USJ073x6

2-10-8

4-0-0

3-8-8

2-10-8

6-10-8

10-10-8

14-10-8

18-7-0

‐H:2, J‐I:4, J‐K:4 G H‐F:2, I‐E:2, K‐C:2, L‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.43 BC 0.06 WB 0.98

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐M 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* E‐I 30 USW 057 50

BRACING TOP CHORD Sheathed A‐G BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐K Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. A‐M Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc 362S162‐33 362S162‐43 B‐L Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)M/18‐7‐0/UKN, L/18‐7‐0/UKN, K/18‐7‐0/UKN, I/18‐7‐0/UKN, H/18‐7‐0/UKN, G/18‐7‐0/UKN Max Down M=147(LC No. 1‐D+Lr), L=593(LC No. 1‐D+Lr), K=666(LC No. 1‐D+Lr), I=623(LC No. 1‐D+Lr), H=693(LC No. 1‐D+Lr), G=602(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift M=‐27(LC No. 15‐0.6D+MWFRS 3E R), L=‐101(LC No. 10‐0.6D+MWFRS L to R), K=‐146(LC No. 15‐0.6D+MWFRS 3E R), I=‐167(LC No. 15‐0.6D+MWFRS 3E R), H=‐179(LC No. 15‐0.6D+MWFRS 3E R), G=‐226(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐M=‐146/103, A‐B=‐174/85, B‐N=‐431/432, N‐O=‐528/336, C‐O=‐535/328, C‐D=‐842/775, D‐E=‐900/673, E‐P=‐1166/1092, F‐P=‐1225/990, F‐G=‐1555/1454 BOT CHORD L‐M=‐1/1, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=0/0, G‐H=‐3/4 WEBS B‐L=‐576/408, C‐K=‐649/372, E‐I=‐607/315, F‐H=‐674/468 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 113.6 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 665 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V25

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:19 2016 Page 1 Galvanization = G60 Truss weight = 71 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS A‐N:2, F‐E:2, F‐G:2, H‐G:2, N‐A:2 WEBS B‐M:2, C‐L:2, D‐K:2, E‐J:3, G‐I:2 1-3-4

4-0-0

1-4-6

2-7-8

1-2-10

1-3-4

5-3-4

9-3-4

13-3-4

14-7-10

17-3-2

18-5-12

325USJ073x8 F 2 2

3-10-2

12.00 12

G Q H

2 2 2

SCREW QTY CHORDS WEBS

1-3-4

4-0-0

1-3-4

5-3-4

9-3-4

13-3-4

17-3-4

325USJ073x6 1-2-8 18-5-12

‐I:2 H I‐G:2, J‐E:3, K‐D:2, L‐C:2, M‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.83 BC 0.06 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐N 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐F,F‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)N/18‐5‐12/UKN, H/18‐5‐12/UKN, M/18‐5‐12/UKN, L/18‐5‐12/UKN, K/18‐5‐12/UKN, J/18‐5‐12/UKN, I/18‐5‐12/UKN H=259(LC No. 15‐0.6D+MWFRS 3E R), M=439(LC No. 2‐D+Unbal.Lr L), L=565(LC No. 1‐D+Lr), K=419(LC No. 2‐D+Unbal.Lr L), J=798(LC No. 1‐D+Lr), I=538(LC No. 6‐D+Unbal.S R) Max Down Max Uplift N=‐22(LC No. 23‐D+0.75S+0.75L+0.75MWFRS 3E R), H=‐191(LC No. 1‐D+Lr), M=‐364(LC No. 12‐0.6D+MWFRS 2E L), L=‐440(LC No. 13‐0.6D+MWFRS 2E R), K=‐359(LC No. 13‐0.6D+MWFRS 2E R), J=‐695(LC No. 10‐0.6D+MWFRS L to R), I=‐306(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐N=‐22/18, A‐B=‐5/1, B‐C=‐3/0, C‐O=‐3/0, O‐P=‐3/0, D‐P=‐2/0, D‐E=‐3/0, E‐F=‐13/18, F‐G=‐150/56, G‐Q=‐337/428, H‐Q=‐341/423 BOT CHORD M‐N=‐1/1, L‐M=0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐0/0 WEBS B‐M=‐606/408, C‐L=‐754/481, D‐K=‐473/355, E‐J=‐1262/793, G‐I=‐691/431 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 108.5 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 80 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) E,D, C, B. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V26

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:24 2016 Page 1 Galvanization = G60 Truss weight = 95 lbs

SCREW QTY (Total = 87 ). All Screws Are #12‐14 T/3 CHORDS A‐B:3, E‐D:4, E‐F:4, F‐E:2, F‐G:2, H‐I:2, I‐H:2 WEBS B‐N:2, C‐M:2, D‐L:2, G‐J:2 1-9-6

4-0-0

3-8-12

0-3-4

4-0-0

1-9-6

5-9-6

9-9-6

13-6-2

13-9-6

17-9-6

12.00 12

325USJ073x8 FG 2 35USC046x12" 2 2 R4 E Q4 D

H 2

13-6-2

P 15

O C

325USJ073x6

6-0-0

11-6-15 A3

B 2 2

LABEL V26L

2 4

LABEL V26R

Truss to be shipped in (2) segments. Field Assembly (gusset plates) required.

35USC046x12" SCREW QTY CHORDS WEBS

1-9-6

4-0-0

1-9-6

5-9-6

9-9-6

13-9-6

17-9-6

‐N:3, K‐J:4, K‐L:4 A J‐G:2, L‐D:2, M‐C:2, N‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.11 WB 0.97

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) ‐0.01 A n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* H‐I 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* G‐J 30 USW 057 50

BRACING TOP CHORD Sheathed A‐F,F‐H BOT CHORD Rigid ceiling directly applied WEBS UST Brace H‐I, G‐J, D‐L Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)I/17‐9‐6/UKN, J/17‐9‐6/UKN, L/17‐9‐6/UKN, M/17‐9‐6/UKN, N/17‐9‐6/UKN, A/17‐9‐6/UKN Max Down I=294(LC No. 3‐D+Unbal.Lr R), J=623(LC No. 1‐D+Lr), L=675(LC No. 2‐D+Unbal.Lr L), M=653(LC No. 1‐D+Lr), N=536(LC No. 2‐D+Unbal.Lr L), A=483(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift I=‐12(LC No. 13‐0.6D+MWFRS 2E R), L=‐121(LC No. 14‐0.6D+MWFRS 3E L), M=‐117(LC No. 14‐0.6D+MWFRS 3E L), N=‐82(LC No. 14‐0.6D+MWFRS 3E L), A=‐235(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1302/1118, B‐C=‐1041/860, C‐O=‐647/424, O‐P=‐634/467, D‐P=‐545/526, D‐Q=‐235/67, E‐Q=‐185/107, E‐R=‐167/123, F‐R=‐163/126, F‐G=‐37/46, G‐H=‐5/4, H‐I=‐263/71 BOT CHORD A‐N=‐766/949, M‐N=‐766/948, L‐M=‐766/948, K‐L=‐766/948, J‐K=‐766/948, I‐J=‐766/949 WEBS G‐J=‐534/283, D‐L=‐665/454, C‐M=‐633/412, B‐N=‐522/370 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 100.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 499 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. 7) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V27

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:27 2016 Page 1 Galvanization = G60 Truss weight = 62 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 4-8-10

4-0-0

4-8-10

8-8-10

12-8-10

17-5-4

325USJ073x6 C 2

8-6-3

12.00 12

B 2

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

4-8-10

4-0-0

4-8-10

8-8-10

12-8-10

17-5-4

‐G:2, E‐F:2 A F‐D:3, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.15 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/17‐5‐4/UKN, E/17‐5‐4/UKN, G/17‐5‐4/UKN, F/17‐5‐4/UKN Max Down A=465(LC No. 1‐D+Lr), E=476(LC No. 1‐D+Lr), G=878(LC No. 2‐D+Unbal.Lr L), F=923(LC No. 1‐D+Lr) G=‐121(LC No. 14‐0.6D+MWFRS 3E L), F=‐109(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐414/151, B‐H=‐414/299, B‐C=‐535/93, C‐D=‐540/96, D‐I=‐423/317, E‐I=‐425/155 BOT CHORD A‐G=‐280/425, F‐G=‐281/425, E‐F=‐279/429 WEBS B‐G=‐810/535, D‐F=‐843/553 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 97.8 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 394 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V28

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:29 2016 Page 1 Galvanization = G60 Truss weight = 60 lbs

SCREW QTY (Total = 21 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 4-5-10

4-0-0

4-5-10

8-5-10

12-5-10

16-11-4

325USJ073x6 C 2

8-3-2

12.00 12

B 2

25USW046x6 H A2

F 25USW046x6

SCREW QTY CHORDS WEBS

4-5-10

4-0-0

4-5-10

8-5-10

12-5-10

16-11-4

‐G:2, E‐F:2 A F‐D:3, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.50 BC 0.15 WB 0.51

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/16‐11‐4/UKN, E/16‐11‐4/UKN, G/16‐11‐4/UKN, F/16‐11‐4/UKN Max Down A=449(LC No. 1‐D+Lr), E=460(LC No. 1‐D+Lr), G=853(LC No. 2‐D+Unbal.Lr L), F=898(LC No. 1‐D+Lr) G=‐115(LC No. 14‐0.6D+MWFRS 3E L), F=‐102(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐412/144, B‐H=‐403/278, B‐C=‐539/96, C‐D=‐543/98, D‐I=‐413/295, E‐I=‐424/147 BOT CHORD A‐G=‐261/410, F‐G=‐261/409, E‐F=‐259/414 WEBS B‐G=‐785/525, D‐F=‐817/542 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 92.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 383 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V29

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:33 2016 Page 1 Galvanization = G60 Truss weight = 83 lbs

SCREW QTY (Total = 51 ). All Screws Are #12‐14 T/3 CHORDS E‐D:2, E‐F:2, G‐F:2, G‐H:2, H‐I:2, I‐H:2 WEBS B‐M:2, C‐L:2, D‐K:2, F‐J:2 0-9-8

4-0-0

1-2-8

2-9-8

1-10-8

2-3-0

0-9-8

4-9-8

8-9-8

10-0-0

12-9-8

14-8-0

16-11-0

325USJ073x8 E

325USJ073x8 F G

2 2

H 2

12.00 12

7-9-0

10-0-0

9 2

B A

M SCREW QTY CHORDS WEBS

0-9-8

4-0-0

4-1-8

0-9-8

4-9-8

8-9-8

12-9-8

16-11-0

‐L:2 M J‐F:2, K‐D:2, L‐C:3, M‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.72 BC 0.10 WB 0.95

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* H‐I 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50 *Except* F‐J 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐G,G‐H BOT CHORD Rigid ceiling directly applied WEBS UST Brace F‐J Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. 25USW046 50 D‐K Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)A/16‐11‐0/UKN, I/16‐11‐0/UKN, J/16‐11‐0/UKN, K/16‐11‐0/UKN, L/16‐11‐0/UKN Max Down A=302(LC No. 19‐D+0.75S+0.75L+0.75MWFRS R to L), I=180(LC No. 3‐D+Unbal.Lr R), J=895(LC No. 1‐D+Lr), K=550(LC No. 2‐D+Unbal.Lr L), L=812(LC No. 1‐D+Lr) Max Uplift A=‐96(LC No. 10‐0.6D+MWFRS L to R), I=‐44(LC No. 15‐0.6D+MWFRS 3E R), K=‐148(LC No. 11‐0.6D+MWFRS R to L), L=‐233(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐638/429, B‐C=‐534/555, C‐D=‐248/211, D‐E=‐165/126, E‐F=‐121/157, F‐G=‐120/157, G‐H=‐96/113, H‐I=‐165/116 BOT CHORD L‐M=‐1/1, K‐L=0/0, J‐K=0/0, I‐J=‐1/1 WEBS F‐J=‐801/118, D‐K=‐485/187, C‐L=‐822/594, B‐M=‐4/41 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 90.8 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 334 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V30

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:39 2016 Page 1 Galvanization = G60 Truss weight = 69 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS B‐M:2, F‐E:2, F‐G:2, H‐G:2, M‐B:2 WEBS C‐L:2, D‐K:2, E‐J:2, G‐I:2

2-9-14

4-1-8

3-1-3

3-2-8

0-9-7

2-6-4

2-0-1

-2-9-13

4-1-8

7-2-11

10-5-3

11-2-10

13-8-15

15-9-0

325USJ073x8 E F

2 2

4-6-6

12.00 12

G 2

Q H

2 2

I 325USJ073x6

SCREW QTY CHORDS WEBS

4-1-8

3-1-3

3-2-8

3-4-0

1-11-13

4-1-8

7-2-11

10-5-3

13-9-3

15-9-0

‐I:2 H I‐G:2, J‐E:2, K‐D:2, L‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.06 WB 0.30

DEFL (in) (loc) l/defl Vert(LL) 0.18 A >366 Vert(TL) ‐0.26 A >265 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐M 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐F,F‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)M/15‐9‐0/UKN, H/15‐9‐0/UKN, L/15‐9‐0/UKN, K/15‐9‐0/UKN, J/15‐9‐0/UKN, I/15‐9‐0/UKN Max Down M=863(LC No. 2‐D+Unbal.Lr L), H=147(LC No. 15‐0.6D+MWFRS 3E R), L=418(LC No. 1‐D+Lr), K=542(LC No. 2‐D+Unbal.Lr L), J=552(LC No. 1‐D+Lr), I=452(LC No. 3‐D+Unbal.Lr R) M=‐248(LC No. 12‐0.6D+MWFRS 2E L), H=‐49(LC No. 13‐0.6D+MWFRS 2E R), L=‐95(LC No. 12‐0.6D+MWFRS 2E L), K=‐178(LC No. 13‐0.6D+MWFRS 2E R), J=‐71(LC No. 10‐0.6D+MWFRS L to R), I=‐119(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐M=‐831/246, A‐B=0/0, B‐N=0/0, N‐O=0/0, C‐O=0/0, C‐P=0/0, D‐P=0/0, D‐E=0/0, E‐F=‐9/16, F‐G=‐156/88, G‐Q=‐363/346, H‐Q=‐379/330 BOT CHORD L‐M=‐1/1, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐0/0 WEBS C‐L=‐334/95, D‐K=‐487/175, E‐J=‐483/241, G‐I=‐438/307 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 111.2 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 164 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V31

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:41 2016 Page 1 Galvanization = G60 Truss weight = 55 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 3-10-4

4-0-0

3-10-4

7-10-4

11-10-4

15-8-8

325USJ073x6 C 2

7-7-12

12.00 12

B 2

25USW046x6 I

F 25USW046x6

SCREW QTY CHORDS WEBS

3-10-4

4-0-0

3-10-4

7-10-4

11-10-4

15-8-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.15 WB 0.32

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐8‐8/UKN, E/15‐8‐8/UKN, G/15‐8‐8/UKN, F/15‐8‐8/UKN Max Down A=408(LC No. 1‐D+Lr), E=408(LC No. 1‐D+Lr), G=799(LC No. 2‐D+Unbal.Lr L), F=799(LC No. 3‐D+Unbal.Lr R) G=‐101(LC No. 14‐0.6D+MWFRS 3E L), F=‐100(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐406/131, B‐H=‐329/228, B‐C=‐551/104, C‐D=‐551/104, D‐I=‐329/228, E‐I=‐406/131 BOT CHORD A‐G=‐196/353, F‐G=‐196/353, E‐F=‐196/353 WEBS B‐G=‐731/505, D‐F=‐731/505 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 75.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 345 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V32

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:44 2016 Page 1 Galvanization = G60 Truss weight = 41 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-4-9

4-0-0

2-4-9

6-4-9

10-4-9

12-9-2

325USJ073x6 C 2

6-2-1

12.00 12

325USJ073x6 B

SCREW QTY CHORDS WEBS

F 325USJ073x6

2-4-9

4-0-0

2-4-9

6-4-9

10-4-9

12-9-2

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.13

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/12‐9‐2/UKN, E/12‐9‐2/UKN, G/12‐9‐2/UKN, F/12‐9‐2/UKN Max Down A=248(LC No. 1‐D+Lr), E=262(LC No. 1‐D+Lr), G=724(LC No. 1‐D+Lr), F=759(LC No. 1‐D+Lr) A=‐55(LC No. 10‐0.6D+MWFRS L to R), E=‐23(LC No. 11‐0.6D+MWFRS R to L), G=‐71(LC No. 14‐0.6D+MWFRS 3E L), F=‐53(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐340/159, B‐C=‐558/112, C‐D=‐558/113, D‐H=‐299/167, E‐H=‐366/116 BOT CHORD A‐G=‐120/285, F‐G=‐120/284, E‐F=‐116/295 WEBS B‐G=‐644/469, D‐F=‐656/478 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 51.7 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 286 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V33

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:47 2016 Page 1 Galvanization = G60 Truss weight = 54 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐L:2, C‐B:4, C‐D:4, G‐F:2, G‐H:2, H‐G:2, L‐B:3 WEBS D‐K:2, E‐J:2, F‐I:2 3-9-0

4-0-0

2-5-12

1-1-4

-3-9-0

4-0-0

8-0-0

12-0-0

14-5-12

15-7-0

35USC073x12" C

12.00 12

325USJ073x8 G

1-1-4

2 2

2 3

25USW046x6

SCREW QTY CHORDS WEBS

4-0-0

3-7-0

4-0-0

8-0-0

12-0-0

15-7-0

‐I:2 H I‐F:2, J‐E:2, K‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.05 WB 0.12

DEFL (in) (loc) l/defl Vert(LL) 0.31 A >294 Vert(TL) ‐0.50 A >179 Horz(TL) 0.00 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐L 30 USW 057 50, A‐C 35 USC 073 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐G,G‐H BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)L/15‐7‐0/UKN, H/15‐7‐0/UKN, K/15‐7‐0/UKN, J/15‐7‐0/UKN, I/15‐7‐0/UKN L=1113(LC No. 2‐D+Unbal.Lr L), H=104(LC No. 6‐D+Unbal.S R), K=349(LC No. 1‐D+Lr), J=578(LC No. 2‐D+Unbal.Lr L), I=918(LC No. 1‐D+Lr) Max Down Max Uplift L=‐91(LC No. 12‐0.6D+MWFRS 2E L), K=‐31(LC No. 13‐0.6D+MWFRS 2E R), J=‐141(LC No. 13‐0.6D+MWFRS 2E R), I=‐91(LC No. 13‐0.6D+MWFRS 2E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐L=‐1082/289, A‐B=0/0, B‐C=0/0, C‐M=0/0, D‐M=0/0, D‐E=0/0, E‐N=0/0, F‐N=0/0, F‐G=‐5/9, G‐H=‐65/51 BOT CHORD K‐L=‐65/85, J‐K=‐65/85, I‐J=‐65/85, H‐I=‐63/88 WEBS D‐K=‐259/85, E‐J=‐502/187, F‐I=‐833/337 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 124.6 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 45 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V34

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:49 2016 Page 1 Galvanization = G60 Truss weight = 54 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 3-9-4

4-0-0

3-9-4

7-9-4

11-9-4

15-6-8

325USJ073x6 C 2

7-6-12

12.00 12

B 2

25USW046x6 I

H A2

F 25USW046x6

SCREW QTY CHORDS WEBS

3-9-4

4-0-0

3-9-4

7-9-4

11-9-4

15-6-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.42 BC 0.15 WB 0.31

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐6‐8/UKN, E/15‐6‐8/UKN, G/15‐6‐8/UKN, F/15‐6‐8/UKN Max Down A=399(LC No. 1‐D+Lr), E=409(LC No. 1‐D+Lr), G=792(LC No. 2‐D+Unbal.Lr L), F=836(LC No. 1‐D+Lr) G=‐99(LC No. 14‐0.6D+MWFRS 3E L), F=‐85(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐401/133, B‐H=‐327/225, B‐C=‐548/102, C‐D=‐551/104, D‐I=‐336/241, E‐I=‐414/131 BOT CHORD A‐G=‐210/367, F‐G=‐210/366, E‐F=‐208/371 WEBS B‐G=‐723/499, D‐F=‐752/515 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 77.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 350 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V35

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:51 2016 Page 1 Galvanization = G60 Truss weight = 53 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 3-8-4

4-0-0

3-8-4

7-8-4

11-8-4

15-4-8

325USJ073x6 C 2

7-5-12

12.00 12

B 2

30USW046x6 I

F 30USW046x6

SCREW QTY CHORDS WEBS

3-8-4

4-0-0

3-8-4

7-8-4

11-8-4

15-4-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.39 BC 0.15 WB 0.28

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐4‐8/UKN, E/15‐4‐8/UKN, G/15‐4‐8/UKN, F/15‐4‐8/UKN Max Down A=395(LC No. 1‐D+Lr), E=395(LC No. 1‐D+Lr), G=786(LC No. 2‐D+Unbal.Lr L), F=786(LC No. 3‐D+Unbal.Lr R) G=‐97(LC No. 14‐0.6D+MWFRS 3E L), F=‐96(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐402/131, B‐H=‐323/216, B‐C=‐552/105, C‐D=‐552/105, D‐I=‐323/216, E‐I=‐402/131 BOT CHORD A‐G=‐184/343, F‐G=‐184/343, E‐F=‐184/343 WEBS B‐G=‐717/499, D‐F=‐717/499 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 72.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 337 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V36

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:54 2016 Page 1 Galvanization = G60 Truss weight = 53 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 3-8-2

4-0-0

3-8-2

7-8-2

11-8-2

15-4-4

325USJ073x6 C 2

7-5-10

12.00 12

B 2

25USW046x6 I

H A2

F 25USW046x6

SCREW QTY CHORDS WEBS

3-8-2

4-0-0

3-8-2

7-8-2

11-8-2

15-4-4

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.41 BC 0.15 WB 0.29

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐4‐4/UKN, E/15‐4‐4/UKN, G/15‐4‐4/UKN, F/15‐4‐4/UKN Max Down A=392(LC No. 1‐D+Lr), E=402(LC No. 1‐D+Lr), G=785(LC No. 2‐D+Unbal.Lr L), F=829(LC No. 1‐D+Lr) G=‐97(LC No. 14‐0.6D+MWFRS 3E L), F=‐83(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐399/133, B‐H=‐324/218, B‐C=‐549/103, C‐D=‐552/105, D‐I=‐333/234, E‐I=‐412/130 BOT CHORD A‐G=‐203/361, F‐G=‐204/361, E‐F=‐201/366 WEBS B‐G=‐716/496, D‐F=‐743/512 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 75.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 346 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V37

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:17:57 2016 Page 1 Galvanization = G60 Truss weight = 63 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, F‐G:2, G‐F:2 WEBS B‐J:2, D‐I:2, E‐H:2 3-4-0

1-9-0

2-3-0

4-0-0

3-4-0

5-1-0

7-4-0

11-4-0

15-4-0

325USJ073x8 C

2 2

12.00 12

5-1-0

B 2

25USW046x6 K

2 2

SCREW QTY CHORDS WEBS

3-4-0

4-0-0

3-4-0

7-4-0

11-4-0

15-4-0

‐J:2 A H‐E:2, I‐D:2, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.39 BC 0.04 WB 0.48

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐4‐0/UKN, G/15‐4‐0/UKN, H/15‐4‐0/UKN, I/15‐4‐0/UKN, J/15‐4‐0/UKN Max Down A=162(LC No. 2‐D+Unbal.Lr L), G=252(LC No. 1‐D+Lr), H=686(LC No. 3‐D+Unbal.Lr R), I=657(LC No. 1‐D+Lr), J=661(LC No. 1‐D+Lr) G=‐2(LC No. 13‐0.6D+MWFRS 2E R), H=‐15(LC No. 12‐0.6D+MWFRS 2E L), J=‐92(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐318/213, B‐K=‐363/367, B‐C=‐200/3, C‐D=‐9/6, D‐E=‐6/1, E‐F=‐6/3, F‐G=‐221/81 BOT CHORD A‐J=‐0/1, I‐J=‐0/0, H‐I=‐0/0, G‐H=‐0/1 WEBS E‐H=‐597/197, D‐I=‐578/234, B‐J=‐620/437 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 74.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 187 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. 7) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V38

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:01 2016 Page 1 Galvanization = G60 Truss weight = 58 lbs

SCREW QTY (Total = 28 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, G‐H:2, H‐G:2 WEBS B‐L:2, D‐K:2, E‐J:2, F‐I:2 2-1-9

1-5-7

1-8-5

3-2-8

3-4-0

2-1-9

3-7-0

5-3-5

8-5-13

11-9-13

15-1-13

325USJ073x8 C

2 2

12.00 12

3-7-0

B 2

325USJ073x6

2 2

SCREW QTY CHORDS WEBS

2-1-9

3-1-12

3-2-8

3-4-0

2-1-9

5-3-5

8-5-13

11-9-13

15-1-13

‐L:2 A I‐F:2, J‐E:2, K‐D:2, L‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.25 BC 0.04 WB 0.20

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* G‐H 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐1‐13/UKN, H/15‐1‐13/UKN, L/15‐1‐13/UKN, K/15‐1‐13/UKN, J/15‐1‐13/UKN, I/15‐1‐13/UKN Max Down A=107(LC No. 14‐0.6D+MWFRS 3E L), H=201(LC No. 3‐D+Unbal.Lr R), L=481(LC No. 1‐D+Lr), K=546(LC No. 1‐D+Lr), J=492(LC No. 3‐D+Unbal.Lr R), I=597(LC No. 1‐D+Lr) A=‐14(LC No. 12‐0.6D+MWFRS 2E L), H=‐19(LC No. 12‐0.6D+MWFRS 2E L), L=‐105(LC No. 14‐0.6D+MWFRS 3E L), K=‐26(LC No. 13‐0.6D+MWFRS 2E R), J=‐58(LC No. 12‐0.6D+MWFRS 2E L), I=‐53(LC No. 13‐0.6D+MWFRS 2E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐285/276, B‐C=‐151/13, C‐D=‐9/7, D‐E=‐6/1, E‐F=‐6/1, F‐G=‐6/3, G‐H=‐176/63 BOT CHORD A‐L=‐0/0, K‐L=0/0, J‐K=0/0, I‐J=0/0, H‐I=‐1/1 WEBS B‐L=‐454/324, D‐K=‐480/205, E‐J=‐429/135, F‐I=‐523/193 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 72.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 129 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V39

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:05 2016 Page 1 Galvanization = G60 Truss weight = 45 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, D‐C:2, D‐E:2, E‐D:2 WEBS B‐H:2, C‐G:2, D‐F:2 2-3-1

5-3-5

2-3-1

7-6-6

12-9-11

15-0-12

325USJ073x8 B

325USJ073x8 D

C 2

12.00 12

2 2

2-3-1

325USJ073x6 E A

SCREW QTY CHORDS WEBS

2-3-1

5-3-5

2-3-1

7-6-6

12-9-11

15-0-12

325USJ073x6

‐H:2, E‐F:2 A F‐D:2, G‐C:3, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.10 WB 0.18

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐D, D‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/15‐0‐12/UKN, E/15‐0‐12/UKN, H/15‐0‐12/UKN, G/15‐0‐12/UKN, F/15‐0‐12/UKN Max Down A=222(LC No. 1‐D+Lr), E=222(LC No. 1‐D+Lr), H=424(LC No. 2‐D+Unbal.Lr L), G=1033(LC No. 2‐D+Unbal.Lr L), F=424(LC No. 3‐D+Unbal.Lr R) H=‐16(LC No. 11‐0.6D+MWFRS R to L), G=‐98(LC No. 12‐0.6D+MWFRS 2E L), F=‐16(LC No. 10‐0.6D+MWFRS L to R) Max Uplift Max Horizontal A=85(LC No. 1‐D+Lr), E=‐85(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐197/34, B‐C=‐88/75, C‐D=‐88/75, D‐E=‐197/34 BOT CHORD A‐H=‐0/0, G‐H=0/0, F‐G=0/0, E‐F=‐0/0 WEBS B‐H=‐338/142, C‐G=‐920/338, D‐F=‐338/142 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 69.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V40

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:11 2016 Page 1 Galvanization = G60 Truss weight = 84 lbs

SCREW QTY (Total = 42 ). All Screws Are #12‐14 T/3 CHORDS A‐J:2, B‐A:2, B‐C:2, F‐E:2, J‐A:2 WEBS A‐I:2, C‐I:2, D‐H:2, E‐G:2

12.00 12

3-3-13

0-6-11

4-0-0

3-0-3

3-3-13

3-10-8

7-10-8

11-10-8

14-10-11

325USJ073x6 B C 2 2 2

A 2

D 2 12

8-3-1

11-4-6

E 2

1-8-6

SCREW QTY CHORDS WEBS

2 2

J 325USJ073x8 I

G 325USJ073x6

3-10-8

4-0-0

3-0-3

3-10-8

7-10-8

11-10-8

14-10-11

F ‐G:2, J‐I:2 G‐E:2, H‐D:2, I‐A:2, I‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.74 BC 0.06 WB 0.91

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐K 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* D‐H 30 USW 057 50, A‐I 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐F BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐I Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)K/14‐10‐11/UKN, F/14‐10‐11/UKN, I/14‐10‐11/UKN, H/14‐10‐11/UKN, G/14‐10‐11/UKN Max Down K=338(LC No. 2‐D+Unbal.Lr L), F=359(LC No. 10‐0.6D+MWFRS L to R), I=607(LC No. 1‐D+Lr), H=683(LC No. 3‐D+Unbal.Lr R), G=617(LC No. 1‐D+Lr) Max Uplift F=‐158(LC No. 11‐0.6D+MWFRS R to L), I=‐101(LC No. 15‐0.6D+MWFRS 3E R), H=‐200(LC No. 15‐0.6D+MWFRS 3E R), G=‐154(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal K=‐1(LC No. 2‐D+Unbal.Lr L), F=‐393(LC No. 10‐0.6D+MWFRS L to R), I=50(LC No. 14‐0.6D+MWFRS 3E L), G=‐2(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD J‐K=‐338/0, A‐J=‐309/0, A‐B=‐161/108, B‐C=‐193/117, C‐D=‐226/192, D‐E=‐555/446, E‐F=‐852/755 BOT CHORD I‐J=‐1/1, H‐I=0/0, G‐H=0/0, F‐G=‐3/3 WEBS C‐I=‐543/137, D‐H=‐688/522, E‐G=‐597/421, A‐I=‐164/221 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 72.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V41

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:15 2016 Page 1 Galvanization = G60 Truss weight = 76 lbs

SCREW QTY (Total = 66 ). All Screws Are #12‐14 T/3 CHORDS A‐I:2, E‐D:3, I‐A:2 WEBS B‐H:2, C‐G:2, D‐F:2 2-10-8

4-0-0

3-8-8

2-10-8

6-10-8

10-10-8

14-7-0

A 2

JB 12.00 12

14-4-8

K 16

16 2

F 325USJ073x6

SCREW QTY CHORDS WEBS

2-10-8

4-0-0

3-8-8

2-10-8

6-10-8

10-10-8

14-7-0

E ‐F:2 F‐D:2, G‐C:2, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.06 WB 0.83

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐I 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐G Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. A‐I, B‐H UST Brace Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)I/14‐7‐0/UKN, E/14‐7‐0/UKN, H/14‐7‐0/UKN, G/14‐7‐0/UKN, F/14‐7‐0/UKN Max Down I=155(LC No. 1‐D+Lr), E=478(LC No. 15‐0.6D+MWFRS 3E R), H=596(LC No. 1‐D+Lr), G=642(LC No. 1‐D+Lr), F=689(LC No. 1‐D+Lr) Max Uplift I=‐28(LC No. 10‐0.6D+MWFRS L to R), E=‐165(LC No. 13‐0.6D+MWFRS 2E R), H=‐136(LC No. 15‐0.6D+MWFRS 3E R), G=‐169(LC No. 15‐0.6D+MWFRS 3E R), F=‐179(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐I=‐155/113, A‐J=‐152/88, B‐J=‐177/41, B‐K=‐452/445, C‐K=‐554/343, C‐L=‐830/780, D‐L=‐932/678, D‐E=‐1269/1147 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=0/0, E‐F=‐3/4 WEBS B‐H=‐585/423, C‐G=‐632/391, D‐F=‐678/477 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 69.7 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 540 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V42

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:19 2016 Page 1 Galvanization = G60 Truss weight = 54 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐L:2, E‐D:2, E‐F:2, G‐F:2, L‐A:2 WEBS B‐K:2, C‐J:2, D‐I:2, F‐H:2 1-3-4

4-0-0

1-4-6

2-7-5

1-2-13

1-3-4

5-3-4

9-3-4

10-7-10

13-2-15

14-5-12

325USJ073x8 E 2 2

3-10-2

12.00 12

3 2

SCREW QTY CHORDS WEBS

1-3-4

4-0-0

1-2-8

1-3-4

5-3-4

9-3-4

13-3-4

14-5-12

325USJ073x6

‐H:3 G H‐F:2, I‐D:2, J‐C:2, K‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.47 BC 0.28 WB 0.30

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐L 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* F‐H 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)L/14‐5‐12/UKN, G/14‐5‐12/UKN, K/14‐5‐12/UKN, J/14‐5‐12/UKN, I/14‐5‐12/UKN L=8(LC No. 10‐0.6D+MWFRS L to R), G=395(LC No. 1‐D+Lr), K=563(LC No. 1‐D+Lr), J=633(LC No. 2‐D+Unbal.Lr L), I=824(LC No. 1‐D+Lr) Max Down Max Uplift L=‐55(LC No. 1‐D+Lr), K=‐118(LC No. 12‐0.6D+MWFRS 2E L), J=‐227(LC No. 12‐0.6D+MWFRS 2E L), I=‐110(LC No. 10‐0.6D+MWFRS L to R) Max Horizontal L=1(LC No. 1‐D+Lr), G=‐907(LC No. 1‐D+Lr), K=‐1(LC No. 1‐D+Lr), I=907(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐L=‐24/44, A‐B=‐12/1, B‐C=‐6/1, C‐D=‐6/1, D‐E=‐14/13, E‐F=‐170/105, F‐G=‐380/330 BOT CHORD K‐L=‐1/1, J‐K=0/0, I‐J=0/0, H‐I=‐1064/661, G‐H=‐1129/708 WEBS B‐K=‐485/196, C‐J=‐563/214, D‐I=‐677/359, F‐H=‐387/299 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 68.9 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V43

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:22 2016 Page 1 Galvanization = G60 Truss weight = 36 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-9-2

4-0-0

1-9-2

5-9-2

9-9-2

11-6-5

325USJ073x6 C 2

5-6-11

12.00 12

325USJ073x6 B A

D 2

SCREW QTY CHORDS WEBS

1-9-2

4-0-0

325USJ073x6 1-9-2

1-9-2

5-9-2

9-9-2

11-6-5

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.11

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐6‐5/UKN, E/11‐6‐5/UKN, G/11‐6‐5/UKN, F/11‐6‐5/UKN Max Down A=176(LC No. 11‐0.6D+MWFRS R to L), E=155(LC No. 1‐D+Lr), G=746(LC No. 1‐D+Lr), F=766(LC No. 1‐D+Lr) A=‐106(LC No. 10‐0.6D+MWFRS L to R), E=‐59(LC No. 11‐0.6D+MWFRS R to L), G=‐60(LC No. 14‐0.6D+MWFRS 3E L), F=‐41(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐297/162, B‐C=‐558/114, C‐D=‐557/114, D‐E=‐314/158 BOT CHORD A‐G=‐83/256, F‐G=‐85/254, E‐F=‐78/272 WEBS B‐G=‐650/477, D‐F=‐643/473 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 44.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 257 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

COMMON

V44

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:25 2016 Page 1 Galvanization = G60 Truss weight = 57 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 4-2-4

4-0-0

4-2-4

8-2-4

12-2-4

16-4-8

325USJ073x6 C 2

7-11-12

12.00 12

B 2

25USW046x6

F 25USW046x6

SCREW QTY CHORDS WEBS

4-2-4

4-0-0

4-2-4

8-2-4

12-2-4

16-4-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.46 BC 0.15 WB 0.42

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) ‐0.00 A n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/16‐4‐8/UKN, A/16‐4‐8/UKN, G/16‐4‐8/UKN, F/16‐4‐8/UKN Max Down E=441(LC No. 1‐D+Lr), A=430(LC No. 1‐D+Lr), G=827(LC No. 2‐D+Unbal.Lr L), F=872(LC No. 1‐D+Lr) G=‐107(LC No. 14‐0.6D+MWFRS 3E L), F=‐101(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐409/255, B‐C=‐543/96, C‐D=‐547/99, D‐E=‐421/272 BOT CHORD A‐G=‐222/405, F‐G=‐222/404, E‐F=‐220/409 WEBS B‐G=‐759/533, D‐F=‐790/555 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 86.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 370 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V45

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:28 2016 Page 1 Galvanization = G60 Truss weight = 59 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, F‐G:2, G‐F:2 WEBS B‐J:2, D‐I:2, E‐H:2 1-9-6

3-8-12

0-3-4

4-0-0

1-9-6

5-6-2

5-9-6

9-9-6

13-9-6

325USJ073x8 CD

2 2

5-6-2

12.00 12

25USW046x6 B 2

2 2

SCREW QTY CHORDS WEBS

1-9-6

4-0-0

1-9-6

5-9-6

9-9-6

13-9-6

‐J:2 A H‐E:2, I‐D:2, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.04 WB 0.66

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐9‐6/UKN, G/13‐9‐6/UKN, H/13‐9‐6/UKN, I/13‐9‐6/UKN, J/13‐9‐6/UKN Max Down A=210(LC No. 14‐0.6D+MWFRS 3E L), G=239(LC No. 1‐D+Lr), H=764(LC No. 3‐D+Unbal.Lr R), I=567(LC No. 1‐D+Lr), J=602(LC No. 2‐D+Unbal.Lr L) A=‐107(LC No. 12‐0.6D+MWFRS 2E L), G=‐1(LC No. 13‐0.6D+MWFRS 2E R), H=‐26(LC No. 12‐0.6D+MWFRS 2E L), I=‐6(LC No. 14‐0.6D+MWFRS 3E L), J=‐116(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐547/494, B‐K=‐241/75, C‐K=‐113/132, C‐D=‐41/48, D‐E=‐6/1, E‐F=‐6/3, F‐G=‐209/84 BOT CHORD A‐J=0/1, I‐J=0/0, H‐I=0/0, G‐H=‐0/1 WEBS E‐H=‐675/250, D‐I=‐487/304, B‐J=‐603/440 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 59.6 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 203 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. 7) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V46

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:32 2016 Page 1 Galvanization = G60 Truss weight = 39 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, F‐G:2, G‐F:2 WEBS C‐J:3, D‐I:2, E‐H:2 1-1-0

0-7-12

4-0-0

1-1-0

1-8-12

5-8-12

9-8-12

13-8-12

325USJ073x8 C B

12.00 12

1-1-0

25USW046x6 2

2 2 3

SCREW QTY CHORDS WEBS

1-8-12

4-0-0

1-8-12

5-8-12

9-8-12

13-8-12

‐J:2 A H‐E:2, I‐D:2, J‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.42 BC 0.04 WB 0.26

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐8‐12/UKN, G/13‐8‐12/UKN, H/13‐8‐12/UKN, I/13‐8‐12/UKN, J/13‐8‐12/UKN Max Down A=27(LC No. 5‐D+Unbal.S L), G=489(LC No. 3‐D+Unbal.Lr R), H=769(LC No. 1‐D+Lr), I=651(LC No. 3‐D+Unbal.Lr R), J=1001(LC No. 1‐D+Lr) G=‐100(LC No. 13‐0.6D+MWFRS 2E R), H=‐128(LC No. 13‐0.6D+MWFRS 2E R), I=‐114(LC No. 13‐0.6D+MWFRS 2E R), J=‐163(LC No. 13‐0.6D+MWFRS 2E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐28/19, B‐C=‐12/38, C‐D=‐3/1, D‐K=‐3/0, K‐L=‐3/1, E‐L=‐3/1, E‐F=‐3/1, F‐G=‐509/130 BOT CHORD A‐J=0/1, I‐J=0/0, H‐I=0/0, G‐H=‐0/1 WEBS E‐H=‐691/210, D‐I=‐571/175, C‐J=‐1102/275 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 58.9 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 17 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Connection of concentrated load(s) required at Jt(s) F. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W Except: Continued on page 2

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V47

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:35 2016 Page 1 Galvanization = G60 Truss weight = 46 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-9-10

4-0-0

2-9-10

6-9-10

10-9-10

13-7-4

325USJ073x6 C 2

6-7-2

12.00 12

25USW046x6

B 2

AH2

SCREW QTY CHORDS WEBS

F 25USW046x6

2-9-10

4-0-0

2-9-10

6-9-10

10-9-10

13-7-4

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.15 WB 0.20

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐7‐4/UKN, E/13‐7‐4/UKN, G/13‐7‐4/UKN, F/13‐7‐4/UKN Max Down A=305(LC No. 1‐D+Lr), E=316(LC No. 1‐D+Lr), G=733(LC No. 1‐D+Lr), F=773(LC No. 1‐D+Lr) A=‐32(LC No. 10‐0.6D+MWFRS L to R), E=‐5(LC No. 11‐0.6D+MWFRS R to L), G=‐79(LC No. 14‐0.6D+MWFRS 3E L), F=‐63(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐366/120, B‐H=‐300/171, B‐C=‐556/110, C‐D=‐557/111, D‐I=‐307/183, E‐I=‐383/132 BOT CHORD A‐G=‐145/309, F‐G=‐146/309, E‐F=‐142/316 WEBS B‐G=‐659/474, D‐F=‐678/486 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 58.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 305 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V48

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:39 2016 Page 1 Galvanization = G60 Truss weight = 45 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-8-4

4-0-0

2-8-4

6-8-4

10-8-4

13-4-8

325USJ073x6 C 2

6-5-12

12.00 12

25USW046x6

B 2

H2 A

F 25USW046x6

SCREW QTY CHORDS WEBS

2-8-4

4-0-0

2-8-4

6-8-4

10-8-4

13-4-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.14 WB 0.19

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐4‐8/UKN, E/13‐4‐8/UKN, G/13‐4‐8/UKN, F/13‐4‐8/UKN Max Down A=292(LC No. 1‐D+Lr), E=292(LC No. 1‐D+Lr), G=729(LC No. 1‐D+Lr), F=729(LC No. 1‐D+Lr) A=‐37(LC No. 10‐0.6D+MWFRS L to R), E=‐31(LC No. 11‐0.6D+MWFRS R to L), G=‐77(LC No. 14‐0.6D+MWFRS 3E L), F=‐76(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐365/115, B‐H=‐298/166, B‐C=‐558/112, C‐D=‐558/112, D‐I=‐298/166, E‐I=‐365/115 BOT CHORD A‐G=‐119/284, F‐G=‐120/283, E‐F=‐119/284 WEBS B‐G=‐654/474, D‐F=‐654/474 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 54.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 291 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V49

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:42 2016 Page 1 Galvanization = G60 Truss weight = 51 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, F‐G:2, G‐F:2 WEBS B‐J:2, D‐I:2, E‐H:2 3-0-14

0-6-2

2-6-8

4-0-0

3-0-5

3-0-14

3-7-0

6-1-8

10-1-8

13-1-13

325USJ073x8 C

2 2

12.00 12

3-7-0

325USJ073x6

K 2

2 2

SCREW QTY CHORDS WEBS

3-0-14

3-0-10

4-0-0

3-0-5

3-0-14

6-1-8

10-1-8

13-1-13

‐J:2 A H‐E:2, I‐D:2, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.24 BC 0.05 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐1‐13/UKN, G/13‐1‐13/UKN, J/13‐1‐13/UKN, I/13‐1‐13/UKN, H/13‐1‐13/UKN Max Down A=200(LC No. 2‐D+Unbal.Lr L), G=165(LC No. 3‐D+Unbal.Lr R), J=469(LC No. 1‐D+Lr), I=591(LC No. 3‐D+Unbal.Lr R), H=629(LC No. 1‐D+Lr) G=‐16(LC No. 12‐0.6D+MWFRS 2E L), J=‐79(LC No. 14‐0.6D+MWFRS 3E L), I=‐60(LC No. 12‐0.6D+MWFRS 2E L), H=‐56(LC No. 13‐0.6D+MWFRS 2E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐257/150, B‐K=‐197/210, B‐C=‐136/24, C‐D=‐8/5, D‐E=‐6/1, E‐F=‐6/2, F‐G=‐145/59 BOT CHORD A‐J=‐0/0, I‐J=0/0, H‐I=0/0, G‐H=‐1/1 WEBS B‐J=‐414/297, D‐I=‐519/208, E‐H=‐550/226 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 54.1 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 129 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V50

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:52 2016 Page 1 Galvanization = G60 Truss weight = 78 lbs

SCREW QTY (Total = 55 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, E‐F:2, F‐E:2 WEBS B‐H:2, B‐I:2, C‐H:2, D‐G:2 4-3-8

4-0-0

0-9-8

4-3-8

8-3-8

12-3-8

13-1-0

E MD

2 2

12.00 12

325USJ073x6

13-1-0

12-10-8

C 2

2 2

J2 A

SCREW QTY CHORDS WEBS

4-3-8

4-0-0

0-9-8

4-3-8

8-3-8

12-3-8

13-1-0

‐I:2 A G‐D:2, H‐B:2, H‐C:3, I‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.38 BC 0.27 WB 0.49

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* B‐H 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐H Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length. D‐G UST Brace Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/13‐1‐0/UKN, F/13‐1‐0/UKN, I/13‐1‐0/UKN, H/13‐1‐0/UKN Max Down A=400(LC No. 1‐D+Lr), F=310(LC No. 1‐D+Lr), I=399(LC No. 1‐D+Lr), H=915(LC No. 1‐D+Lr) Max Uplift A=‐5(LC No. 12‐0.6D+MWFRS 2E L), F=‐71(LC No. 14‐0.6D+MWFRS 3E L), H=‐323(LC No. 14‐0.6D+MWFRS 3E L) Max Horizontal A=348(LC No. 14‐0.6D+MWFRS 3E L), F=‐267(LC No. 1‐D+Lr), H=128(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐J=‐794/495, B‐J=‐708/581, B‐K=‐752/507, K‐L=‐702/558, C‐L=‐652/608, C‐M=‐316/218, D‐M=‐221/230, D‐E=‐41/31, E‐F=‐51/18 BOT CHORD A‐I=‐0/0, H‐I=0/0, G‐H=‐320/193, F‐G=‐348/214 WEBS B‐I=‐332/0, C‐H=‐689/477, D‐G=‐311/258, B‐H=‐425/420 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 53.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V51

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:54 2016 Page 1 Galvanization = G60 Truss weight = 43 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-6-4

4-0-0

2-6-4

6-6-4

10-6-4

13-0-8

325USJ073x6 C 2

6-3-12

12.00 12

25USW046x6

B 2

SCREW QTY CHORDS WEBS

H E

F 25USW046x6

2-6-4

4-0-0

2-6-4

6-6-4

10-6-4

13-0-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.18

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/13‐0‐8/UKN, E/13‐0‐8/UKN, G/13‐0‐8/UKN, F/13‐0‐8/UKN Max Down A=269(LC No. 1‐D+Lr), E=281(LC No. 1‐D+Lr), G=725(LC No. 1‐D+Lr), F=762(LC No. 1‐D+Lr) A=‐46(LC No. 10‐0.6D+MWFRS L to R), E=‐16(LC No. 11‐0.6D+MWFRS R to L), G=‐74(LC No. 14‐0.6D+MWFRS 3E L), F=‐56(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐350/161, B‐C=‐557/111, C‐D=‐558/112, D‐H=‐301/171, E‐H=‐369/120 BOT CHORD A‐G=‐128/293, F‐G=‐129/292, E‐F=‐125/300 WEBS B‐G=‐647/470, D‐F=‐662/480 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 54.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 293 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V52

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:57 2016 Page 1 Galvanization = G60 Truss weight = 43 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS C‐B:2, C‐D:2, F‐G:2, G‐F:2 WEBS B‐K:2, C‐J:2, D‐I:2, E‐H:2 0-9-8

1-2-8

2-9-8

4-0-0

4-1-8

0-9-8

2-0-0

4-9-8

8-9-8

12-11-0

325USJ073x8 C

2-0-0

12.00 12

B 2

A 2 2

K SCREW QTY CHORDS WEBS

0-9-8

2-0-0

4-0-0

4-1-8

0-9-8

2-9-8

4-9-8

8-9-8

12-11-0

‐J:2 K H‐E:2, I‐D:2, J‐C:2, K‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.33 BC 0.07 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/12‐11‐0/UKN, G/12‐11‐0/UKN, J/12‐11‐0/UKN, I/12‐11‐0/UKN, H/12‐11‐0/UKN Max Down A=210(LC No. 1‐D+Lr), G=252(LC No. 3‐D+Unbal.Lr R), J=228(LC No. 1‐D+Lr), I=563(LC No. 3‐D+Unbal.Lr R), H=740(LC No. 1‐D+Lr) G=‐24(LC No. 12‐0.6D+MWFRS 2E L), J=‐24(LC No. 14‐0.6D+MWFRS 3E L), I=‐56(LC No. 12‐0.6D+MWFRS 2E L), H=‐69(LC No. 13‐0.6D+MWFRS 2E R) Max Uplift Max Horizontal A=82(LC No. 1‐D+Lr), J=‐82(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐201/0, B‐C=‐137/15, C‐D=‐8/4, D‐E=‐6/1, E‐F=‐6/3, F‐G=‐221/92 BOT CHORD J‐K=‐1/1, I‐J=0/0, H‐I=0/0, G‐H=‐1/1 WEBS B‐K=‐3/20, C‐J=‐200/127, D‐I=‐504/209, E‐H=‐646/267 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 52.1 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V53

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:18:59 2016 Page 1 Galvanization = G60 Truss weight = 41 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-3-9

4-0-0

2-3-9

6-3-9

10-3-9

12-7-1

325USJ073x6 C 2

6-1-1

12.00 12

25USW046x6 B

SCREW QTY CHORDS WEBS

2 2

E H

F 25USW046x6

2-3-9

4-0-0

2-3-9

6-3-9

10-3-9

12-7-1

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.17

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/12‐7‐1/UKN, E/12‐7‐1/UKN, G/12‐7‐1/UKN, F/12‐7‐1/UKN Max Down A=235(LC No. 1‐D+Lr), E=250(LC No. 1‐D+Lr), G=723(LC No. 1‐D+Lr), F=757(LC No. 1‐D+Lr) A=‐60(LC No. 10‐0.6D+MWFRS L to R), E=‐27(LC No. 11‐0.6D+MWFRS R to L), G=‐70(LC No. 14‐0.6D+MWFRS 3E L), F=‐51(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐334/157, B‐C=‐558/113, C‐D=‐558/113, D‐H=‐298/164, E‐H=‐366/113 BOT CHORD A‐G=‐114/281, F‐G=‐115/279, E‐F=‐111/292 WEBS B‐G=‐642/468, D‐F=‐653/476 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 50.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 282 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V54

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:01 2016 Page 1 Galvanization = G60 Truss weight = 38 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-10-14

4-0-0

1-10-14

5-10-14

9-10-14

11-9-12

325USJ073x6 C 2

5-8-6

12.00 12

25USW046x6

B 2

SCREW QTY CHORDS WEBS

F 25USW046x6

1-10-14

4-0-0

1-10-14

5-10-14

9-10-14

11-9-12

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐9‐12/UKN, E/11‐9‐12/UKN, G/11‐9‐12/UKN, F/11‐9‐12/UKN Max Down A=181(LC No. 11‐0.6D+MWFRS R to L), E=184(LC No. 1‐D+Lr), G=734(LC No. 1‐D+Lr), F=760(LC No. 1‐D+Lr) A=‐91(LC No. 10‐0.6D+MWFRS L to R), E=‐49(LC No. 11‐0.6D+MWFRS R to L), G=‐62(LC No. 14‐0.6D+MWFRS 3E L), F=‐44(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐305/157, B‐C=‐558/114, C‐D=‐558/114, D‐E=‐330/157 BOT CHORD A‐G=‐92/264, F‐G=‐93/261, E‐F=‐87/278 WEBS B‐G=‐644/472, D‐F=‐643/472 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 46.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 264 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V55

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:04 2016 Page 1 Galvanization = G60 Truss weight = 52 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS B‐J:2, D‐C:2, D‐E:2, F‐E:2, J‐B:2 WEBS C‐I:2, D‐H:2, E‐G:2

2-9-14

4-1-8

3-1-2

3-2-4

1-4-2

-2-9-13

4-1-8

7-2-10

10-4-14

11-9-0

325USJ073x8 D 2 2

4-6-6

12.00 12

K 2

2 2

SCREW QTY CHORDS WEBS

4-1-8

3-1-2

0-0-1

3-2-8

4-1-8

7-2-10

7-2-11

10-5-3

1-3-13 325USJ073x6 11-9-0

F ‐G:2 G‐E:2, H‐D:2, I‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.06 WB 0.23

DEFL (in) (loc) l/defl Vert(LL) 0.19 A >360 Vert(TL) ‐0.26 A >260 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐J 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)J/11‐9‐0/UKN, F/11‐9‐0/UKN, H/11‐9‐0/UKN, I/11‐9‐0/UKN, G/11‐9‐0/UKN Max Down J=857(LC No. 2‐D+Unbal.Lr L), F=177(LC No. 14‐0.6D+MWFRS 3E L), H=433(LC No. 1‐D+Lr), I=471(LC No. 1‐D+Lr), G=514(LC No. 1‐D+Lr) J=‐246(LC No. 12‐0.6D+MWFRS 2E L), F=‐87(LC No. 13‐0.6D+MWFRS 2E R), H=‐61(LC No. 14‐0.6D+MWFRS 3E L), I=‐118(LC No. 12‐0.6D+MWFRS 2E L), G=‐135(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐J=‐824/247, A‐B=0/0, B‐C=0/0, C‐D=‐4/5, D‐K=‐93/115, E‐K=‐201/61, E‐F=‐453/416 BOT CHORD I‐J=‐1/1, H‐I=0/0, G‐H=0/0, F‐G=‐3/3 WEBS D‐H=‐376/219, C‐I=‐387/164, E‐G=‐514/368 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 178 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V56

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:06 2016 Page 1 Galvanization = G60 Truss weight = 38 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-10-4

4-0-0

1-10-4

5-10-4

9-10-4

11-8-8

325USJ073x6 C 2

5-7-12

12.00 12

25USW046x6 B

D 2

A2 2

2 2

F 25USW046x6

SCREW QTY CHORDS WEBS

1-10-4

4-0-0

1-10-4

5-10-4

9-10-4

11-8-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐8‐8/UKN, E/11‐8‐8/UKN, G/11‐8‐8/UKN, F/11‐8‐8/UKN Max Down A=180(LC No. 11‐0.6D+MWFRS R to L), E=171(LC No. 10‐0.6D+MWFRS L to R), G=736(LC No. 1‐D+Lr), F=736(LC No. 1‐D+Lr) A=‐95(LC No. 10‐0.6D+MWFRS L to R), E=‐87(LC No. 11‐0.6D+MWFRS R to L), G=‐63(LC No. 14‐0.6D+MWFRS 3E L), F=‐63(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐302/159, B‐C=‐558/114, C‐D=‐558/114, D‐E=‐301/159 BOT CHORD A‐G=‐70/243, F‐G=‐72/241, E‐F=‐70/243 WEBS B‐G=‐646/475, D‐F=‐646/475 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 44.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 252 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V57

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:08 2016 Page 1 Galvanization = G60 Truss weight = 37 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-9-9

4-0-0

1-9-9

5-9-9

9-9-9

11-7-2

325USJ073x6 C 2

5-7-1

12.00 12

25USW046x6 B A

D 2

SCREW QTY CHORDS WEBS

1-9-9

4-0-0

25USW046x6 1-9-9

1-9-9

5-9-9

9-9-9

11-7-2

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.15 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐7‐2/UKN, E/11‐7‐2/UKN, G/11‐7‐2/UKN, F/11‐7‐2/UKN Max Down A=178(LC No. 11‐0.6D+MWFRS R to L), E=163(LC No. 1‐D+Lr), G=742(LC No. 1‐D+Lr), F=764(LC No. 1‐D+Lr) A=‐102(LC No. 10‐0.6D+MWFRS L to R), E=‐56(LC No. 11‐0.6D+MWFRS R to L), G=‐60(LC No. 14‐0.6D+MWFRS 3E L), F=‐41(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐299/160, B‐C=‐558/114, C‐D=‐557/114, D‐E=‐318/157 BOT CHORD A‐G=‐85/258, F‐G=‐87/255, E‐F=‐80/274 WEBS B‐G=‐648/475, D‐F=‐643/473 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 45.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 259 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V58

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:11 2016 Page 1 Galvanization = G60 Truss weight = 43 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS B‐J:2, C‐B:5, C‐D:7, F‐E:2, F‐G:2, G‐F:2, J‐B:3 WEBS D‐I:2, E‐H:2 3-9-0

4-0-0

2-5-12

1-1-4

-3-9-0

4-0-0

8-0-0

10-5-12

11-7-0

35USC073x12" C

325USJ073x8 F

12.00 12

1-1-4

2 2

2 3

SCREW QTY CHORDS WEBS

4-0-0

3-7-0

4-0-0

8-0-0

11-7-0

25USW046x6

‐H:2 G H‐E:3, I‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.05 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) 0.37 A >244 Vert(TL) ‐0.50 A >179 Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐J 30 USW 057 50, A‐C 35 USC 073 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐F,F‐G BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)J/11‐7‐0/UKN, G/11‐7‐0/UKN, I/11‐7‐0/UKN, H/11‐7‐0/UKN Max Down J=1149(LC No. 1‐D+Lr), G=104(LC No. 1‐D+Lr), I=186(LC No. 2‐D+Unbal.Lr L), H=978(LC No. 1‐D+Lr) J=‐303(LC No. 12‐0.6D+MWFRS 2E L), I=‐97(LC No. 13‐0.6D+MWFRS 2E R), H=‐111(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐J=‐1118/322, A‐K=0/0, B‐K=0/0, B‐C=0/0, C‐L=0/0, D‐L=0/0, D‐M=0/0, E‐M=0/0, E‐F=‐5/9, F‐G=‐66/52 BOT CHORD I‐J=‐66/87, H‐I=‐66/87, G‐H=‐64/90 WEBS D‐I=‐98/149, E‐H=‐895/383 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 78.4 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 45 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V59

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:14 2016 Page 1 Galvanization = G60 Truss weight = 36 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-8-4

4-0-0

1-8-4

5-8-4

9-8-4

11-4-8

325USJ073x6 C 2

5-5-12

12.00 12

25USW046x6 B

D 2

E A

2 2

F 25USW046x6

SCREW QTY CHORDS WEBS

1-8-4

4-0-0

1-8-4

5-8-4

9-8-4

11-4-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.15 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐4‐8/UKN, E/11‐4‐8/UKN, G/11‐4‐8/UKN, F/11‐4‐8/UKN Max Down A=174(LC No. 11‐0.6D+MWFRS R to L), E=165(LC No. 10‐0.6D+MWFRS L to R), G=751(LC No. 1‐D+Lr), F=751(LC No. 1‐D+Lr) A=‐113(LC No. 10‐0.6D+MWFRS L to R), E=‐104(LC No. 11‐0.6D+MWFRS R to L), G=‐60(LC No. 14‐0.6D+MWFRS 3E L), F=‐60(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐301/166, B‐C=‐557/114, C‐D=‐557/114, D‐E=‐301/166 BOT CHORD A‐G=‐61/235, F‐G=‐63/232, E‐F=‐61/235 WEBS B‐G=‐655/482, D‐F=‐655/482 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 244 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V60

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:22 2016 Page 1 Galvanization = G60 Truss weight = 48 lbs

SCREW QTY (Total = 35 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, D‐C:2, D‐E:2, E‐F:2, F‐E:2 WEBS B‐H:2, C‐G:2 3-2-8

4-0-0

0-9-8

3-4-0

3-2-8

7-2-8

8-0-0

11-4-0

325USJ073x6 D 2

12.00 12

7-9-8

E 2 15

4-8-0

325USJ073x6

SCREW QTY CHORDS WEBS

3-2-8

4-0-0

4-1-8

3-2-8

7-2-8

11-4-0

‐H:2 A G‐C:2, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.07 WB 0.33

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D,D‐E BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐G Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/11‐4‐0/UKN, F/11‐4‐0/UKN, H/11‐4‐0/UKN, G/11‐4‐0/UKN Max Down A=259(LC No. 11‐0.6D+MWFRS R to L), F=258(LC No. 1‐D+Lr), H=638(LC No. 2‐D+Unbal.Lr L), G=725(LC No. 1‐D+Lr) Max Uplift A=‐140(LC No. 10‐0.6D+MWFRS L to R), F=‐62(LC No. 14‐0.6D+MWFRS 3E L), H=‐229(LC No. 14‐0.6D+MWFRS 3E L), G=‐48(LC No. 11‐0.6D+MWFRS R to L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐376/360, B‐C=‐226/255, C‐D=‐221/131, D‐E=‐142/171, E‐F=‐251/181 BOT CHORD A‐H=‐0/0, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐701/592, C‐G=‐632/43 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.7 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 283 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V61

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:26 2016 Page 1 Galvanization = G60 Truss weight = 47 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐F:2, F‐E:2 WEBS B‐H:2, D‐G:2 3-4-0

1-9-0

2-3-0

4-0-0

3-4-0

5-1-0

7-4-0

11-4-0

325USJ073x8 C

2 2

12.00 12

5-1-0

B 2

25USW046x6

2 2

SCREW QTY CHORDS WEBS

3-4-0

4-0-0

3-4-0

7-4-0

11-4-0

‐H:2 A G‐D:2, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.41 BC 0.04 WB 0.52

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐4‐0/UKN, F/11‐4‐0/UKN, G/11‐4‐0/UKN, H/11‐4‐0/UKN Max Down A=166(LC No. 2‐D+Unbal.Lr L), F=232(LC No. 3‐D+Unbal.Lr R), G=734(LC No. 1‐D+Lr), H=637(LC No. 1‐D+Lr) F=‐48(LC No. 12‐0.6D+MWFRS 2E L), G=‐113(LC No. 12‐0.6D+MWFRS 2E L), H=‐103(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐384/374, B‐C=‐190/6, C‐D=‐10/7, D‐E=‐6/3, E‐F=‐202/77 BOT CHORD A‐H=‐0/1, G‐H=‐0/0, F‐G=‐0/1 WEBS D‐G=‐644/308, B‐H=‐615/461 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.7 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 188 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. 7) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V62

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:29 2016 Page 1 Galvanization = G60 Truss weight = 40 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, F‐G:2, G‐F:2 WEBS B‐J:2, D‐I:2, E‐H:2 1-3-5

2-3-11

0-10-13

3-4-0

1-3-5

3-7-0

4-5-13

7-9-13

11-1-13

325USJ073x8 D C

2 2

3-7-0

12.00 12

325USJ073x6 B A

2 2 2

SCREW QTY CHORDS WEBS

1-3-5

3-2-8

3-4-0

1-3-5

4-5-13

7-9-13

11-1-13

‐J:2 A H‐E:2, I‐D:2, J‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.23 BC 0.04 WB 0.20

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐G 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐1‐13/UKN, G/11‐1‐13/UKN, J/11‐1‐13/UKN, I/11‐1‐13/UKN, H/11‐1‐13/UKN Max Down A=143(LC No. 14‐0.6D+MWFRS 3E L), G=205(LC No. 1‐D+Lr), J=429(LC No. 2‐D+Unbal.Lr L), I=554(LC No. 1‐D+Lr), H=595(LC No. 3‐D+Unbal.Lr R) A=‐74(LC No. 12‐0.6D+MWFRS 2E L), G=‐49(LC No. 12‐0.6D+MWFRS 2E L), J=‐115(LC No. 14‐0.6D+MWFRS 3E L), I=‐61(LC No. 14‐0.6D+MWFRS 3E L), H=‐186(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐376/338, B‐C=‐153/80, C‐D=‐16/14, D‐E=‐7/1, E‐F=‐6/3, F‐G=‐180/84 BOT CHORD A‐J=‐0/0, I‐J=0/0, H‐I=0/0, G‐H=‐1/1 WEBS B‐J=‐425/324, D‐I=‐488/297, E‐H=‐521/195 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 42.9 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 131 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V63

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:32 2016 Page 1 Galvanization = G60 Truss weight = 52 lbs

SCREW QTY (Total = 34 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, D‐C:3, G‐A:2 WEBS B‐F:2, C‐E:2

3-2-8

4-0-0

3-10-8

3-2-8

7-2-8

11-1-0

12.00 12

B 10-10-8

17 2

D 2

3 2

SCREW QTY CHORDS WEBS

325USJ073x6

3-2-8

4-0-0

3-10-8

3-2-8

7-2-8

11-1-0

‐E:2 D E‐C:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.76 BC 0.06 WB 0.38

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐G 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS UST Brace B‐F Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)G/11‐1‐0/UKN, D/11‐1‐0/UKN, F/11‐1‐0/UKN, E/11‐1‐0/UKN Max Down G=185(LC No. 1‐D+Lr), D=353(LC No. 14‐0.6D+MWFRS 3E L), F=616(LC No. 1‐D+Lr), E=684(LC No. 1‐D+Lr) Max Uplift G=‐50(LC No. 14‐0.6D+MWFRS 3E L), D=‐108(LC No. 12‐0.6D+MWFRS 2E L), F=‐161(LC No. 14‐0.6D+MWFRS 3E L), E=‐178(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐187/142, A‐B=‐192/109, B‐C=‐608/482, C‐D=‐969/855 BOT CHORD F‐G=‐1/1, E‐F=0/0, D‐E=‐0/0 WEBS B‐F=‐615/460, C‐E=‐683/510 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 42.6 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 410 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V64

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:35 2016 Page 1 Galvanization = G60 Truss weight = 35 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 1-6-4

4-0-0

1-6-4

5-6-4

9-6-4

11-0-8

325USJ073x6 C 2

5-3-12

12.00 12

25USW046x6

B A

2 2

SCREW QTY CHORDS WEBS

D E

2 2

1-6-4

4-0-0

1-6-4

5-6-4

9-6-4

1-6-4 25USW046x6 11-0-8

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.15 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/11‐0‐8/UKN, E/11‐0‐8/UKN, G/11‐0‐8/UKN, F/11‐0‐8/UKN Max Down A=167(LC No. 11‐0.6D+MWFRS R to L), E=130(LC No. 10‐0.6D+MWFRS L to R), G=778(LC No. 1‐D+Lr), F=784(LC No. 1‐D+Lr) A=‐137(LC No. 10‐0.6D+MWFRS L to R), E=‐79(LC No. 11‐0.6D+MWFRS R to L), G=‐56(LC No. 14‐0.6D+MWFRS 3E L), F=‐35(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐308/176, B‐C=‐557/114, C‐D=‐556/114, D‐E=‐299/162 BOT CHORD A‐G=‐70/244, F‐G=‐72/240, E‐F=‐63/264 WEBS B‐G=‐670/493, D‐F=‐649/478 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 42.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 246 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V65

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:37 2016 Page 1 Galvanization = G60 Truss weight = 102 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-11-15

18-6-0

D 5

H SCREW QTY WEBS

3-11-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >280 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1216(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=390(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐495(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐770(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐686/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/786, D‐E=‐2190/1162 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐933/439, D‐F=‐1071/1775 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V66

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:40 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-10-15

18-5-0

D 5

H SCREW QTY WEBS

3-10-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >280 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1199(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=381(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐486(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐754(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐686/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/786, D‐E=‐2159/1143 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐933/439, D‐F=‐1055/1749 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V67

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:42 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-9-15

18-4-0

D 5

H SCREW QTY WEBS

3-9-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >280 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1182(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=372(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐477(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐737(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐686/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/786, D‐E=‐2127/1124 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/439, D‐F=‐1040/1724 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V68

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:45 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-8-15

18-3-0

D 5

H SCREW QTY WEBS

3-8-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >280 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1166(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=364(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐469(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐720(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐686/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/786, D‐E=‐2095/1105 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/439, D‐F=‐1025/1698 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V69

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:47 2016 Page 1 Galvanization = G60 Truss weight = 100 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-7-15

18-2-0

D 5

H SCREW QTY WEBS

3-7-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >280 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1149(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=355(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐460(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐703(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/787, D‐E=‐2063/1086 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/439, D‐F=‐1009/1673 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V70

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:52 2016 Page 1 Galvanization = G60 Truss weight = 100 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-6-15

18-1-0

D 5

H SCREW QTY WEBS

3-6-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.60

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1132(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=346(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐451(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐686(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐822/180, C‐D=‐1130/787, D‐E=‐2032/1066 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/439, D‐F=‐994/1648 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V71

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:54 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-5-15

18-0-0

D 5 3

H SCREW QTY WEBS

3-5-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1115(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=338(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐443(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐668(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐821/180, C‐D=‐1130/787, D‐E=‐2000/1047 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/440, D‐F=‐980/1624 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V72

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:57 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-4-15

17-11-0

D 5 3

H SCREW QTY WEBS

3-4-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.58

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1098(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=329(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐434(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐651(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐821/180, C‐D=‐1130/787, D‐E=‐1968/1028 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐934/440, D‐F=‐965/1599 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V73

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:19:59 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-3-15

17-10-0

D 5 3

H SCREW QTY WEBS

3-3-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1081(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=320(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐426(LC No. 12‐0.6D+MWFRS 2E L), G=‐303(LC No. 10‐0.6D+MWFRS L to R), F=‐634(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/832, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐821/180, C‐D=‐1130/787, D‐E=‐1936/1009 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐935/440, D‐F=‐950/1575 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V74

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:02 2016 Page 1 Galvanization = G60 Truss weight = 98 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K C

14-2-15

17-9-0

5 3

H SCREW QTY WEBS

0-0-3

3-2-15

3-2-12

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1061(LC No. 14‐0.6D+MWFRS 3E L), G=761(LC No. 1‐D+Lr), F=310(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐415(LC No. 12‐0.6D+MWFRS 2E L), G=‐304(LC No. 10‐0.6D+MWFRS L to R), F=‐614(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/831, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐821/180, C‐D=‐1130/787, D‐E=‐1898/986 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS C‐G=‐935/440, D‐F=‐933/1547 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V75

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:04 2016 Page 1 Galvanization = G60 Truss weight = 98 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐E:5, E‐D:5, H‐B:3 WEBS C‐G:2, D‐F:4 3-9-15

5-6-0

-3-9-15

5-6-0

11-0-0

12.00 12

B J

K 14-1-15

17-8-0

D 5 3

H SCREW QTY WEBS

3-1-15

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐D:4, G‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.09 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.32 A >276 Vert(TL) ‐0.31 A >281 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐H

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, F/11‐0‐0/UKN, G/11‐0‐0/UKN H=1096(LC No. 1‐D+Lr), E=1047(LC No. 14‐0.6D+MWFRS 3E L), F=303(LC No. 12‐0.6D+MWFRS 2E L), G=761(LC No. 1‐D+Lr) Max Down Max Uplift H=‐310(LC No. 14‐0.6D+MWFRS 3E L), E=‐408(LC No. 12‐0.6D+MWFRS 2E L), F=‐600(LC No. 14‐0.6D+MWFRS 3E L), G=‐304(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1052/831, A‐I=‐249/0, B‐I=‐378/0, B‐J=‐685/366, J‐K=‐737/251, C‐K=‐821/180, C‐D=‐1131/787, D‐E=‐1872/971 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS D‐F=‐922/1527, C‐G=‐935/440 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.2 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 553 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V76

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:06 2016 Page 1 Galvanization = G60 Truss weight = 90 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

J 18-0-0

14-11-15

I B 3

3-11-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.69

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, F/11‐0‐0/UKN, G/11‐0‐0/UKN H=1054(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), F=836(LC No. 1‐D+Lr), G=338(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐413(LC No. 12‐0.6D+MWFRS 2E L), E=‐174(LC No. 11‐0.6D+MWFRS R to L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L), G=‐673(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2186/1200, A‐B=‐1112/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐601/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS B‐F=‐969/533, A‐G=‐1093/1761 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V77

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:09 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

17-11-0

J 14-10-15

I B 3

3-10-15

A 4 5

H SCREW QTY WEBS

2-10-4

2-7-12

2-10-4

5-6-0

8-1-12

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.68

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, F/11‐0‐0/UKN, G/11‐0‐0/UKN H=1051(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), F=836(LC No. 1‐D+Lr), G=336(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift H=‐412(LC No. 12‐0.6D+MWFRS 2E L), E=‐174(LC No. 11‐0.6D+MWFRS R to L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L), G=‐670(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2179/1196, A‐B=‐1112/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐601/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS B‐F=‐969/533, A‐G=‐1090/1756 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V78

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:11 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

17-10-0

J 14-9-15

I B 3

3-9-15

A 4 5

H SCREW QTY WEBS

2-10-4

2-7-12

2-10-4

5-6-0

8-1-12

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.67

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1036(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=329(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐404(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐655(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2148/1176, A‐B=‐1112/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐1074/1730, B‐F=‐969/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V79

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:14 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

J 17-9-0

14-8-15

I B 3

3-8-15

A 4 5

H SCREW QTY WEBS

2-10-4

2-7-12

2-10-4

5-6-0

8-1-12

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.66

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1021(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=321(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐397(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐640(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2116/1156, A‐B=‐1112/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐1058/1705, B‐F=‐969/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V80

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:20 2016 Page 1 Galvanization = G60 Truss weight = 88 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

17-8-0

J 14-7-15

I B 3

3-7-15

A 4 5

H SCREW QTY WEBS

2-10-4

2-7-12

2-10-4

5-6-0

8-1-12

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=1006(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=314(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐389(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐625(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2084/1137, A‐B=‐1112/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐1042/1679, B‐F=‐969/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V81

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:23 2016 Page 1 Galvanization = G60 Truss weight = 88 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

I 14-6-15

17-7-0

3-6-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=981(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=301(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐376(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐600(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐2030/1103, A‐B=‐1113/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐1016/1636, B‐F=‐969/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V82

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:25 2016 Page 1 Galvanization = G60 Truss weight = 87 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

I 14-5-15

17-6-0

3-5-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=966(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=294(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐369(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐585(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐1999/1084, A‐B=‐1113/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐1001/1612, B‐F=‐969/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V83

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:28 2016 Page 1 Galvanization = G60 Truss weight = 87 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

I 14-4-15

17-5-0

3-4-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=952(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=286(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐362(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐571(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐1967/1064, A‐B=‐1113/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐986/1588, B‐F=‐970/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V84

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:31 2016 Page 1 Galvanization = G60 Truss weight = 87 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K

12.00 12

C 2

I 14-3-15

17-4-0

3-3-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=937(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=279(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐354(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐556(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐1936/1045, A‐B=‐1113/800, B‐I=‐737/116, I‐J=‐720/133, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐971/1564, B‐F=‐970/534 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V85

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:33 2016 Page 1 Galvanization = G60 Truss weight = 86 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K 12.00 12

C 2

I 14-2-15

17-3-0

3-2-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.60

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >157 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=923(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=271(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐347(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐542(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐1905/1025, A‐B=‐1113/800, B‐I=‐736/116, I‐J=‐720/132, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐956/1540, B‐F=‐970/534 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V86

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:36 2016 Page 1 Galvanization = G60 Truss weight = 86 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS A‐H:5, C‐E:2, E‐C:3, H‐A:5 WEBS A‐G:4, B‐F:3 5-6-0

5-6-0

3-2-8

5-6-0

11-0-0

14-2-8

D K 12.00 12

C 2

I 14-1-15

17-2-0

3-1-15

A 4 5

H SCREW QTY WEBS

2-10-13

2-7-3

2-10-13

5-6-0

8-1-3

11-0-0

F‐B:3, G‐A:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.09 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.49 D >153 Vert(TL) ‐0.48 D >157 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A‐H 362 USWD 046 50, C‐E 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt C‐E

REACTIONS (jt/size/material)H/11‐0‐0/UKN, E/11‐0‐0/UKN, G/11‐0‐0/UKN, F/11‐0‐0/UKN H=908(LC No. 14‐0.6D+MWFRS 3E L), E=954(LC No. 1‐D+Lr), G=264(LC No. 12‐0.6D+MWFRS 2E L), F=836(LC No. 1‐D+Lr) Max Down Max Uplift H=‐339(LC No. 12‐0.6D+MWFRS 2E L), E=‐173(LC No. 11‐0.6D+MWFRS R to L), G=‐527(LC No. 14‐0.6D+MWFRS 3E L), F=‐244(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐1873/1006, A‐B=‐1113/800, B‐I=‐736/116, I‐J=‐720/132, C‐J=‐600/321, C‐K=‐322/0, D‐K=‐209/0, C‐E=‐910/732 BOT CHORD G‐H=‐1/1, F‐G=0/0, E‐F=‐1/1 WEBS A‐G=‐942/1517, B‐F=‐970/534 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.9 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 474 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V87

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:38 2016 Page 1 Galvanization = G60 Truss weight = 56 lbs

SCREW QTY (Total = 26 ). All Screws Are #12‐14 T/3 CHORDS A‐H:2, B‐A:2, B‐C:2, E‐D:2, H‐A:2 WEBS A‐G:2, C‐G:2, D‐F:2

12.00 12

3-3-13

0-6-11

4-0-0

3-0-3

3-3-13

3-10-8

7-10-8

10-10-11

325USJ073x6 B C 2 2

2 2

4-3-1

7-4-6

5-8-6

H325USJ073x8 G

F 325USJ073x6

SCREW QTY CHORDS WEBS

3-10-8

4-0-0

3-0-3

3-10-8

7-10-8

10-10-11

E ‐F:2, H‐G:2 F‐D:2, G‐A:2, G‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.40 BC 0.06 WB 0.89

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐I 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* A‐G 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)I/10‐10‐11/UKN, E/10‐10‐11/UKN, G/10‐10‐11/UKN, F/10‐10‐11/UKN Max Down I=325(LC No. 2‐D+Unbal.Lr L), E=252(LC No. 10‐0.6D+MWFRS L to R), G=652(LC No. 1‐D+Lr), F=654(LC No. 3‐D+Unbal.Lr R) E=‐105(LC No. 11‐0.6D+MWFRS R to L), G=‐159(LC No. 14‐0.6D+MWFRS 3E L), F=‐185(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift Max Horizontal E=‐280(LC No. 10‐0.6D+MWFRS L to R), G=79(LC No. 14‐0.6D+MWFRS 3E L), F=‐2(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD H‐I=‐325/0, A‐H=‐297/10, A‐B=‐173/119, B‐C=‐191/114, C‐D=‐222/229, D‐E=‐549/516 BOT CHORD G‐H=‐0/1, F‐G=0/0, E‐F=‐3/3 WEBS C‐G=‐565/289, D‐F=‐662/514, A‐G=‐182/233 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 43.1 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V88

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:41 2016 Page 1 Galvanization = G60 Truss weight = 51 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐G:2, D‐C:2, G‐A:2 WEBS B‐F:2, C‐E:2

2-10-8

3-11-11

3-8-13

2-10-8

6-10-3

10-7-0

12.00 12

B 10-4-8

C 2

E 325USJ073x6

SCREW QTY CHORDS WEBS

2-10-8

4-0-0

3-8-8

2-10-8

6-10-8

10-7-0

‐E:2 D E‐C:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.59 BC 0.06 WB 0.94

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐G 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* B‐F 30 USW 057 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/10‐7‐0/UKN, D/10‐7‐0/UKN, F/10‐7‐0/UKN, E/10‐7‐0/UKN Max Down G=158(LC No. 1‐D+Lr), D=342(LC No. 14‐0.6D+MWFRS 3E L), F=579(LC No. 1‐D+Lr), E=705(LC No. 1‐D+Lr) G=‐43(LC No. 14‐0.6D+MWFRS 3E L), D=‐98(LC No. 12‐0.6D+MWFRS 2E L), F=‐151(LC No. 14‐0.6D+MWFRS 3E L), E=‐184(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐G=‐160/122, A‐B=‐176/93, B‐C=‐566/446, C‐D=‐939/835 BOT CHORD F‐G=‐1/1, E‐F=0/0, D‐E=‐3/4 WEBS B‐F=‐578/433, C‐E=‐704/527 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 41.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 405 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V89

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:43 2016 Page 1 Galvanization = G60 Truss weight = 38 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐H:2, C‐B:2, C‐D:2, E‐D:2, H‐A:2 WEBS B‐G:2, D‐F:2 4-0-0

2-7-10

1-4-6

2-5-12

4-0-0

6-7-10

8-0-0

10-5-12

325USJ073x8 C 2 2

12.00 12 3-10-2

D 2

2 2

SCREW QTY CHORDS WEBS

4-0-0

2-5-12

4-0-0

8-0-0

10-5-12

25USW046x6

E ‐F:2 F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.36 BC 0.06 WB 0.28

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐H 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/10‐5‐12/UKN, E/10‐5‐12/UKN, G/10‐5‐12/UKN, F/10‐5‐12/UKN Max Down H=236(LC No. 2‐D+Unbal.Lr L), E=122(LC No. 3‐D+Unbal.Lr R), G=721(LC No. 1‐D+Lr), F=611(LC No. 1‐D+Lr) H=‐44(LC No. 12‐0.6D+MWFRS 2E L), G=‐126(LC No. 12‐0.6D+MWFRS 2E L), F=‐63(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐H=‐206/88, A‐B=‐6/3, B‐C=‐9/6, C‐D=‐194/12, D‐E=‐322/310 BOT CHORD G‐H=‐235/312, F‐G=‐236/312, E‐F=‐235/318 WEBS B‐G=‐630/293, D‐F=‐568/424 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 41.5 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 152 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. 7) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V90

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:49 2016 Page 1 Galvanization = G60 Truss weight = 91 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-11-15

18-0-0

ED 5

I SCREW QTY WEBS

4-7-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.67

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1571(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=474(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐598(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1148(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐720/200, C‐L=‐728/187, C‐D=‐1163/742, D‐E=0/75, D‐F=‐2517/1303 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐892/440, D‐G=‐1204/2183 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V91

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:53 2016 Page 1 Galvanization = G60 Truss weight = 90 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

14-10-15

17-11-0

ED 5

I SCREW QTY WEBS

4-6-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.66

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1550(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=466(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐590(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1127(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐720/200, C‐L=‐728/187, C‐D=‐1163/742, D‐E=0/75, D‐F=‐2482/1284 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐892/440, D‐G=‐1188/2152 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V92

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:56 2016 Page 1 Galvanization = G60 Truss weight = 90 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-9-15

17-10-0

ED 5

I SCREW QTY WEBS

4-5-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.65

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1529(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=457(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐581(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1106(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐720/200, C‐L=‐728/187, C‐D=‐1163/742, D‐E=0/75, D‐F=‐2447/1265 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐892/440, D‐G=‐1171/2122 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V93

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:20:58 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-8-15

17-9-0

ED 5

I SCREW QTY WEBS

4-4-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1508(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=448(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐572(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1085(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐720/200, C‐L=‐728/187, C‐D=‐1163/742, D‐E=0/75, D‐F=‐2412/1246 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐892/440, D‐G=‐1154/2092 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V94

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:01 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-7-15

17-8-0

ED 5

I SCREW QTY WEBS

4-3-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1487(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=440(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐564(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1064(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐719/200, C‐L=‐728/187, C‐D=‐1164/742, D‐E=0/75, D‐F=‐2378/1227 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐893/440, D‐G=‐1138/2062 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V95

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:03 2016 Page 1 Galvanization = G60 Truss weight = 89 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-6-15

17-7-0

ED 5

I SCREW QTY WEBS

4-2-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1466(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=431(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐555(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1043(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐719/200, C‐L=‐728/187, C‐D=‐1164/742, D‐E=0/75, D‐F=‐2343/1207 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐893/440, D‐G=‐1122/2033 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V96

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:06 2016 Page 1 Galvanization = G60 Truss weight = 88 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:6, F‐D:6, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-5-15

17-6-0

ED 5

I SCREW QTY WEBS

4-1-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1445(LC No. 15‐0.6D+MWFRS 3E R), H=747(LC No. 1‐D+Lr), G=422(LC No. 13‐0.6D+MWFRS 2E R) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐546(LC No. 13‐0.6D+MWFRS 2E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R), G=‐1022(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐719/200, C‐L=‐727/187, C‐D=‐1164/742, D‐E=0/75, D‐F=‐2308/1188 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐893/440, D‐G=‐1105/2003 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V97

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:08 2016 Page 1 Galvanization = G60 Truss weight = 88 lbs

SCREW QTY (Total = 29 ). All Screws Are #12‐14 T/3 CHORDS B‐I:2, D‐F:5, F‐D:5, I‐B:2 WEBS C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A J 12.00 12

B 2

LC 14-4-15

17-5-0

ED 5

I SCREW QTY WEBS

4-0-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.94 BC 0.08 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.48 A >154 Vert(TL) ‐0.48 A >156 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN, H/10‐4‐0/UKN I=947(LC No. 1‐D+Lr), F=1424(LC No. 15‐0.6D+MWFRS 3E R), G=413(LC No. 13‐0.6D+MWFRS 2E R), H=747(LC No. 1‐D+Lr) Max Down Max Uplift I=‐425(LC No. 15‐0.6D+MWFRS 3E R), F=‐538(LC No. 13‐0.6D+MWFRS 2E R), G=‐1001(LC No. 15‐0.6D+MWFRS 3E R), H=‐264(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐906/731, A‐J=‐128/0, B‐J=‐322/0, B‐K=‐600/331, K‐L=‐719/200, C‐L=‐727/187, C‐D=‐1164/742, D‐E=0/75, D‐F=‐2273/1169 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS D‐G=‐1089/1973, C‐H=‐893/440 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 65.4 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 643 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V98

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:11 2016 Page 1 Galvanization = G60 Truss weight = 96 lbs

SCREW QTY (Total = 30 ). All Screws Are #12‐14 T/3 CHORDS D‐F:5, F‐D:5 WEBS B‐I:3, C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A K L

12.00 12 B M NC

14-3-15

17-2-9

ED 5

J I SCREW QTY WEBS

3-11-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:2, I‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.04 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.43 A >171 Vert(TL) ‐0.43 A >171 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)F/10‐4‐0/UKN, J/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN, I/10‐4‐0/UKN Max Down F=1457(LC No. 15‐0.6D+MWFRS 3E R), H=438(LC No. 1‐D+Lr), G=424(LC No. 13‐0.6D+MWFRS 2E R), I=1221(LC No. 1‐D+Lr) F=‐546(LC No. 13‐0.6D+MWFRS 2E R), J=‐9(LC No. 1‐D+Lr), H=‐332(LC No. 10‐0.6D+MWFRS L to R), G=‐1018(LC No. 15‐0.6D+MWFRS 3E R), I=‐634(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐122/0, K‐L=‐302/0, B‐L=‐416/0, B‐M=‐765/442, M‐N=‐807/389, C‐N=‐859/337, C‐D=‐947/637, D‐E=0/71, D‐F=‐2170/957 BOT CHORD I‐J=0/0, H‐I=0/0, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐738/328, D‐G=‐949/1910, B‐I=‐1148/931 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 677 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V99

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:21:13 2016 Page 1 Galvanization = G60 Truss weight = 96 lbs

SCREW QTY (Total = 30 ). All Screws Are #12‐14 T/3 CHORDS D‐F:5, F‐D:5 WEBS B‐I:3, C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A K L

12.00 12 B M NC

14-2-15

17-1-9

ED 5

J I SCREW QTY WEBS

3-10-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:2, I‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.04 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.43 A >171 Vert(TL) ‐0.43 A >172 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)F/10‐4‐0/UKN, J/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN, I/10‐4‐0/UKN Max Down F=1435(LC No. 15‐0.6D+MWFRS 3E R), H=438(LC No. 1‐D+Lr), G=415(LC No. 13‐0.6D+MWFRS 2E R), I=1221(LC No. 1‐D+Lr) F=‐537(LC No. 13‐0.6D+MWFRS 2E R), J=‐9(LC No. 1‐D+Lr), H=‐332(LC No. 10‐0.6D+MWFRS L to R), G=‐995(LC No. 15‐0.6D+MWFRS 3E R), I=‐634(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐122/0, K‐L=‐302/0, B‐L=‐416/0, B‐M=‐765/442, M‐N=‐807/389, C‐N=‐859/337, C‐D=‐947/637, D‐E=0/71, D‐F=‐2136/940 BOT CHORD I‐J=0/0, H‐I=0/0, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐738/328, D‐G=‐935/1882, B‐I=‐1148/931 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 677 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V100

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:06 2016 Page 1 Galvanization = G60 Truss weight = 95 lbs

SCREW QTY (Total = 30 ). All Screws Are #12‐14 T/3 CHORDS D‐F:5, F‐D:5 WEBS B‐I:3, C‐H:2, D‐G:5 3-2-8

5-2-0

0-8-0

-3-2-8

5-2-0

10-4-0

11-0-0

A K L

12.00 12 B M NC

14-1-15

17-0-9

ED 5

J I SCREW QTY WEBS

3-9-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐D:5, H‐C:2, I‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.04 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.43 A >171 Vert(TL) ‐0.43 A >172 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt B‐I

REACTIONS (jt/size/material)F/10‐4‐0/UKN, J/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN, I/10‐4‐0/UKN Max Down F=1413(LC No. 15‐0.6D+MWFRS 3E R), H=438(LC No. 1‐D+Lr), G=405(LC No. 13‐0.6D+MWFRS 2E R), I=1221(LC No. 1‐D+Lr) F=‐527(LC No. 13‐0.6D+MWFRS 2E R), J=‐9(LC No. 1‐D+Lr), H=‐332(LC No. 10‐0.6D+MWFRS L to R), G=‐973(LC No. 15‐0.6D+MWFRS 3E R), I=‐634(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐K=‐122/0, K‐L=‐302/0, B‐L=‐416/0, B‐M=‐765/442, M‐N=‐807/389, C‐N=‐859/337, C‐D=‐1133/637, D‐E=0/71, D‐F=‐2101/923 BOT CHORD I‐J=0/0, H‐I=0/0, G‐H=0/0, F‐G=‐1/1 WEBS C‐H=‐738/329, D‐G=‐921/1853, B‐I=‐1148/931 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 64.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 677 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V101

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:08 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 41 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐F:4, F‐D:3, H‐B:2 WEBS C‐G:2, D‐G:4 3-0-0

5-2-0

0-8-0

-3-0-0

5-2-0

10-4-0

11-0-0

A I 12.00 12

B 3

KC 14-9-1

17-5-3

2 15

ED 4

H SCREW QTY WEBS

4-7-11

0.25 G12

5-2-0

10-4-0

G‐C:4, G‐D:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.13 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.23 A >293 Vert(TL) 0.18 A >380 Horz(TL) 0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 B‐H Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN Max Down H=876(LC No. 1‐D+Lr), F=1238(LC No. 15‐0.6D+MWFRS 3E R), G=808(LC No. 1‐D+Lr) Max Uplift H=‐783(LC No. 15‐0.6D+MWFRS 3E R), F=‐177(LC No. 11‐0.6D+MWFRS R to L), G=‐614(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐839/1156, A‐I=‐101/0, B‐I=‐296/0, B‐J=‐893/297, J‐K=‐1013/120, C‐K=‐1021/112, C‐D=‐1363/736, D‐E=0/71, D‐F=‐1805/757 BOT CHORD G‐H=‐587/1222, F‐G=‐1/2 WEBS C‐G=‐889/309, D‐G=‐778/1619 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 62.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 779 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V102

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:11 2016 Page 1 Galvanization = G60 Truss weight = 100 lbs

SCREW QTY (Total = 41 ). All Screws Are #12‐14 T/3 CHORDS B‐H:3, D‐F:4, F‐D:3, H‐B:2 WEBS C‐G:2, D‐G:4 3-0-0

5-2-0

0-8-0

-3-0-0

5-2-0

10-4-0

11-0-0

A I B

12.00 12

KC 14-7-9

17-3-11

2 15

0.25G12

H SCREW QTY WEBS

0-2-9

4-1-0

5-2-0

10-4-0

G‐C:4, G‐D:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.13 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.23 A >292 Vert(TL) 0.18 A >379 Horz(TL) 0.00 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 B‐H Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN Max Down H=876(LC No. 1‐D+Lr), F=1181(LC No. 15‐0.6D+MWFRS 3E R), G=808(LC No. 1‐D+Lr) Max Uplift H=‐814(LC No. 15‐0.6D+MWFRS 3E R), F=‐171(LC No. 11‐0.6D+MWFRS R to L), G=‐526(LC No. 15‐0.6D+MWFRS 3E R) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐839/1153, A‐I=‐101/0, B‐I=‐296/0, B‐J=‐892/297, J‐K=‐1011/119, C‐K=‐1019/111, C‐D=‐1267/753, D‐E=0/65, D‐F=‐1718/725 BOT CHORD G‐H=‐595/1216, F‐G=‐0/0 WEBS C‐G=‐909/350, D‐G=‐752/1534 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 62.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 772 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V103

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:13 2016 Page 1 Galvanization = G60 Truss weight = 103 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-6-0

4-7-15

A B

I SCREW QTY WEBS

14-11-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.63

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >280 Vert(TL) ‐0.31 E >282 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN, H/10‐4‐0/UKN I=1390(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), G=669(LC No. 1‐D+Lr), H=412(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift I=‐501(LC No. 12‐0.6D+MWFRS 2E L), F=‐264(LC No. 14‐0.6D+MWFRS 3E L), G=‐163(LC No. 14‐0.6D+MWFRS 3E L), H=‐1025(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2534/1266, A‐B=0/71, B‐C=‐1180/727, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/840 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐G=‐853/336, B‐H=‐1181/2201 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V104

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:16 2016 Page 1 Galvanization = G60 Truss weight = 102 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-5-0

4-6-15

A B

I SCREW QTY WEBS

14-10-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.62

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >280 Vert(TL) ‐0.31 E >282 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1371(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=405(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐493(LC No. 12‐0.6D+MWFRS 2E L), F=‐264(LC No. 14‐0.6D+MWFRS 3E L), H=‐1006(LC No. 14‐0.6D+MWFRS 3E L), G=‐163(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2499/1247, A‐B=0/71, B‐C=‐1180/727, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/840 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1165/2171, C‐G=‐854/336 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V105

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:19 2016 Page 1 Galvanization = G60 Truss weight = 102 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-4-0

4-5-15

A B

5 6

I SCREW QTY WEBS

14-9-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >280 Vert(TL) ‐0.31 E >282 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1352(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=397(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐485(LC No. 12‐0.6D+MWFRS 2E L), F=‐264(LC No. 14‐0.6D+MWFRS 3E L), H=‐987(LC No. 14‐0.6D+MWFRS 3E L), G=‐163(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2463/1228, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/840 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1148/2140, C‐G=‐854/336 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V106

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:21 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-3-0

4-4-15

A B

5 6

I SCREW QTY WEBS

14-8-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.60

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >282 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1333(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=389(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐478(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐968(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐F=‐1051/840, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, B‐I=‐2428/1210 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1132/2109, C‐G=‐854/337 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V107

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:23 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-2-0

4-3-15

A B

5 6

I SCREW QTY WEBS

14-7-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.59

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1314(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=382(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐470(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐949(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2393/1191, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/840 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1115/2079, C‐G=‐854/337 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V108

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:26 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-1-0

4-2-15

A B

5 6

I SCREW QTY WEBS

14-6-15

2-8-4

2-5-12

2-8-4

5-2-0

7-7-12

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.58

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN, H/10‐4‐0/UKN I=1313(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), G=669(LC No. 1‐D+Lr), H=381(LC No. 12‐0.6D+MWFRS 2E L) Max Down Max Uplift I=‐469(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L), H=‐948(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2390/1189, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/840 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS C‐G=‐854/337, B‐H=‐1114/2076 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V109

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:28 2016 Page 1 Galvanization = G60 Truss weight = 100 lbs

SCREW QTY (Total = 33 ). All Screws Are #12‐14 T/3 CHORDS B‐I:6, D‐F:3, F‐D:3, I‐B:6 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

18-0-0

4-1-15

A B

5 6

I SCREW QTY WEBS

14-5-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.58

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1276(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=366(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐455(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐911(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐F=‐1051/840, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, B‐I=‐2322/1153 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1083/2019, C‐G=‐855/338 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V110

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:33 2016 Page 1 Galvanization = G60 Truss weight = 100 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:5, D‐F:3, F‐D:3, I‐B:5 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

17-11-0

4-0-15

A B

5 5

I SCREW QTY WEBS

14-4-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.57

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1258(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=359(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐447(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐892(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐F=‐1051/840, A‐B=0/71, B‐C=‐1180/728, C‐J=‐819/226, D‐J=‐691/366, D‐K=‐378/0, E‐K=‐198/0, B‐I=‐2286/1134 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1067/1989, C‐G=‐855/338 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V111

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:36 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:5, D‐F:3, F‐D:3, I‐B:5 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

17-10-0

3-11-15

A B

5 5

I SCREW QTY WEBS

14-3-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.56

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1239(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=351(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐440(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐873(LC No. 14‐0.6D+MWFRS 3E L), G=‐164(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2251/1115, A‐B=0/71, B‐C=‐1180/728, C‐J=‐818/226, D‐J=‐691/366, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/839 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1051/1959, C‐G=‐855/338 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V112

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:39 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:5, D‐F:3, F‐D:3, I‐B:5 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

17-8-13

3-10-12

A B

5 5

I SCREW QTY WEBS

14-2-12

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.55

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1216(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=342(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐430(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐851(LC No. 14‐0.6D+MWFRS 3E L), G=‐165(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐I=‐2209/1092, A‐B=0/71, B‐C=‐1180/728, C‐J=‐818/226, D‐J=‐691/365, D‐K=‐378/0, E‐K=‐198/0, D‐F=‐1051/839 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1033/1924, C‐G=‐855/338 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V113

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:42 2016 Page 1 Galvanization = G60 Truss weight = 99 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS B‐I:5, D‐F:3, F‐D:3, I‐B:5 WEBS B‐H:5, C‐G:2 0-8-0

5-2-0

3-9-15

-0-8-0

5-2-0

10-4-0

14-1-15

E K 12.00 12

D 3

17-8-0

3-9-15

A B

5 5

I SCREW QTY WEBS

14-1-15

2-8-13

2-5-3

2-8-13

5-2-0

7-7-3

10-4-0

G‐C:3, H‐B:5

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.66 BC 0.08 WB 0.54

DEFL (in) (loc) l/defl Vert(LL) 0.31 E >281 Vert(TL) ‐0.31 E >283 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐I 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E

BOT CHORD Rigid ceiling directly applied WEBS 1 Row at midpt D‐F

REACTIONS (jt/size/material)I/10‐4‐0/UKN, F/10‐4‐0/UKN, H/10‐4‐0/UKN, G/10‐4‐0/UKN I=1201(LC No. 14‐0.6D+MWFRS 3E L), F=1092(LC No. 1‐D+Lr), H=336(LC No. 12‐0.6D+MWFRS 2E L), G=669(LC No. 1‐D+Lr) Max Down Max Uplift I=‐424(LC No. 12‐0.6D+MWFRS 2E L), F=‐263(LC No. 14‐0.6D+MWFRS 3E L), H=‐835(LC No. 14‐0.6D+MWFRS 3E L), G=‐165(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐F=‐1051/839, A‐B=0/71, B‐C=‐1181/728, C‐J=‐818/226, D‐J=‐691/366, D‐K=‐378/0, E‐K=‐198/0, B‐I=‐2180/1077 BOT CHORD H‐I=‐1/1, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐1020/1901, C‐G=‐855/339 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 70.1 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. The Right Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 582 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V114

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:44 2016 Page 1 Galvanization = G60 Truss weight = 101 lbs

SCREW QTY (Total = 41 ). All Screws Are #12‐14 T/3 CHORDS B‐H:4, D‐F:3, F‐D:2, H‐B:3 WEBS B‐G:4, C‐G:2 0-8-0

5-2-0

3-0-0

-0-8-0

5-2-0

10-4-0

13-4-0

E J 12.00 12

D 3

17-7-12

I C 15

4 4

0.25G12

H SCREW QTY WEBS

0-2-9

4-7-11

A B

14-9-1

5-2-0

10-4-0

G‐B:4, G‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.15 WB 0.64

DEFL (in) (loc) l/defl Vert(LL) 0.22 E >306 Vert(TL) 0.17 E >404 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 35 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN Max Down H=1127(LC No. 14‐0.6D+MWFRS 3E L), F=876(LC No. 1‐D+Lr), G=808(LC No. 1‐D+Lr) Max Uplift H=‐4(LC No. 12‐0.6D+MWFRS 2E L), F=‐599(LC No. 14‐0.6D+MWFRS 3E L), G=‐611(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐1801/757, A‐B=0/71, B‐C=‐1360/736, C‐I=‐1022/112, D‐I=‐894/297, D‐J=‐296/0, E‐J=‐116/0, D‐F=‐839/1157 BOT CHORD G‐H=‐1220/589, F‐G=‐0/0 WEBS C‐G=‐889/304, B‐G=‐778/1616 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 62.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 702 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V115

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:46 2016 Page 1 Galvanization = G60 Truss weight = 105 lbs

SCREW QTY (Total = 41 ). All Screws Are #12‐14 T/3 CHORDS B‐H:4, D‐F:3, F‐D:2, H‐B:3 WEBS B‐G:4, C‐G:2 0-8-0

5-2-0

3-0-0

-0-8-0

5-2-0

10-4-0

13-4-0

E J 12.00 12

D 3

17-1-2

I C 15

4-1-0

4 4

H SCREW QTY WEBS

14-7-9

0.25 G12

5-2-0

10-4-0

G‐B:4, G‐C:4

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.71 BC 0.11 WB 0.61

DEFL (in) (loc) l/defl Vert(LL) 0.22 E >306 Vert(TL) 0.17 E >403 Horz(TL) ‐0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 55 USD 046 50 *Except* B‐H 362 USWD 046 50, D‐F 362 USWD 046 50 BOT CHORD 55 USD 046 50 WEBS 362 USWD 046 50

BRACING TOP CHORD Sheathed A‐E BOT CHORD Rigid ceiling directly applied WEBS 362S162‐43 D‐F Attach to back of member over entire available length w/1 #12‐14 T/3 at each end and 12" oc

REACTIONS (jt/size/material)H/10‐4‐0/UKN, F/10‐4‐0/UKN, G/10‐4‐0/UKN Max Down H=1040(LC No. 14‐0.6D+MWFRS 3E L), F=876(LC No. 1‐D+Lr), G=808(LC No. 1‐D+Lr) Max Uplift H=‐1(LC No. 12‐0.6D+MWFRS 2E L), F=‐598(LC No. 14‐0.6D+MWFRS 3E L), G=‐525(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD D‐F=‐839/1154, A‐B=0/65, B‐C=‐1263/753, C‐I=‐1020/110, D‐I=‐892/297, D‐J=‐296/0, E‐J=‐116/0, B‐H=‐1694/716 BOT CHORD G‐H=‐1212/596, F‐G=‐1/3 WEBS C‐G=‐909/344, B‐G=‐746/1519 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 62.3 sq. ft. 0.6 DL applied. The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 695 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196 CF Steel LLC

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V116

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:49 2016 Page 1 Galvanization = G60 Truss weight = 52 lbs

SCREW QTY (Total = 31 ). All Screws Are #12‐14 T/3 CHORDS A‐B:3, D‐E:2, E‐D:2 WEBS B‐G:2, C‐F:2 2-9-4

4-0-0

2-9-4

6-9-4

10-9-4

D 2

12.00 12 10-9-4

10-6-12

C 2

325USJ073x6 B

SCREW QTY CHORDS WEBS

2-9-4

4-0-0

2-9-4

6-9-4

10-9-4

‐G:2 A F‐C:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.85 BC 0.04 WB 0.33

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied WEBS UST Brace C‐F Fasten UST brace to backside of web w/ #10 @ 6 in. OC. #12‐14 T/3 @ 6 in. OC. Brace must cover available web length.

REACTIONS (jt/size/material)A/10‐9‐4/UKN, E/10‐9‐4/UKN, F/10‐9‐4/UKN, G/10‐9‐4/UKN Max Down A=375(LC No. 14‐0.6D+MWFRS 3E L), E=243(LC No. 1‐D+Lr), F=726(LC No. 1‐D+Lr), G=558(LC No. 1‐D+Lr) Max Uplift A=‐132(LC No. 12‐0.6D+MWFRS 2E L), E=‐45(LC No. 14‐0.6D+MWFRS 3E L), F=‐130(LC No. 14‐0.6D+MWFRS 3E L), G=‐100(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐1014/864, B‐C=‐719/578, C‐D=‐245/143, D‐E=‐245/186 BOT CHORD A‐G=‐0/1, F‐G=0/0, E‐F=‐0/1 WEBS C‐F=‐725/544, B‐G=‐557/417 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 41.4 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 399 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Vertical Webs in the Gable are not designed for perpendicular wind load. Additional bracing may be required. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V117

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:51 2016 Page 1 Galvanization = G60 Truss weight = 28 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, E‐F:2, F‐E:2 WEBS C‐H:2, D‐G:2 1-1-0

0-7-12

4-0-0

1-1-0

1-8-12

5-8-12

9-8-12

325USJ073x8 B

1-1-0

12.00 12

25USW046x6

2 2 2

SCREW QTY CHORDS WEBS

1-8-12

4-0-0

1-8-12

5-8-12

9-8-12

‐H:2 A G‐D:2, H‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.04 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/9‐8‐12/UKN, F/9‐8‐12/UKN, G/9‐8‐12/UKN, H/9‐8‐12/UKN Max Down A=54(LC No. 1‐D+Lr), F=236(LC No. 1‐D+Lr), G=763(LC No. 3‐D+Unbal.Lr R), H=442(LC No. 1‐D+Lr) F=‐41(LC No. 12‐0.6D+MWFRS 2E L), G=‐150(LC No. 12‐0.6D+MWFRS 2E L), H=‐32(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐60/39, B‐C=‐15/11, C‐D=‐7/1, D‐E=‐6/3, E‐F=‐206/98 BOT CHORD A‐H=‐0/1, G‐H=‐0/0, F‐G=‐0/1 WEBS D‐G=‐671/301, C‐H=‐379/220 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 37.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 35 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V118

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:53 2016 Page 1 Galvanization = G60 Truss weight = 27 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 4-8-10

4-8-10

9-5-4

325USJ073x6 B 2

4-6-3

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS

4-8-10

9-5-4

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.60 BC 0.30 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/9‐5‐4/UKN, C/9‐5‐4/UKN Max Down A=730(LC No. 1‐D+Lr), C=730(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐630/168, B‐C=‐642/157 BOT CHORD A‐C=‐20/330 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 36.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 209 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V119

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:14:56 2016 Page 1 Galvanization = G60 Truss weight = 35 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐F:2, F‐E:2 WEBS B‐H:2, D‐G:2 2-1-8

1-5-8

2-6-8

3-0-5

2-1-8

3-7-0

6-1-8

9-1-13

325USJ073x8 C

2 2

12.00 12

3-7-0

B 2

325USJ073x6

2 2

SCREW QTY CHORDS WEBS

2-1-8

4-0-0

3-0-5

2-1-8

6-1-8

9-1-13

‐H:2 A G‐D:2, H‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.38 BC 0.05 WB 0.21

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐F 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/9‐1‐13/UKN, F/9‐1‐13/UKN, H/9‐1‐13/UKN, G/9‐1‐13/UKN Max Down A=118(LC No. 14‐0.6D+MWFRS 3E L), F=152(LC No. 3‐D+Unbal.Lr R), H=634(LC No. 1‐D+Lr), G=635(LC No. 1‐D+Lr) A=‐50(LC No. 3‐D+Unbal.Lr R), F=‐47(LC No. 12‐0.6D+MWFRS 2E L), H=‐125(LC No. 14‐0.6D+MWFRS 3E L), G=‐148(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐335/310, B‐C=‐207/16, C‐D=‐10/5, D‐E=‐7/2, E‐F=‐132/51 BOT CHORD A‐H=‐0/0, G‐H=0/0, F‐G=‐1/1 WEBS B‐H=‐581/440, D‐G=‐556/282 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 34.9 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 131 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V120

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:01 2016 Page 1 Galvanization = G60 Truss weight = 47 lbs

SCREW QTY (Total = 17 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, D‐E:2, E‐D:2 WEBS B‐G:2, C‐F:2 4-3-8

4-0-0

0-9-8

4-3-8

8-3-8

9-1-0

D C

2 2

9-1-0

8-10-8

12.00 12

B 2

325USJ073x6

SCREW QTY CHORDS WEBS

F E

4-3-8

4-0-0

0-9-8

4-3-8

8-3-8

9-1-0

‐G:2 A F‐C:2, G‐B:3

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.48 BC 0.25 WB 0.58

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* C‐F 25 USW 046 50

BRACING TOP CHORD Sheathed A‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/9‐1‐0/UKN, E/9‐1‐0/UKN, G/9‐1‐0/UKN Max Down A=280(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), E=297(LC No. 1‐D+Lr), G=861(LC No. 1‐D+Lr) A=‐65(LC No. 12‐0.6D+MWFRS 2E L), E=‐79(LC No. 14‐0.6D+MWFRS 3E L), G=‐224(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift Max Horizontal A=334(LC No. 14‐0.6D+MWFRS 3E L), E=‐245(LC No. 1‐D+Lr), G=245(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐741/688, B‐C=‐313/190, C‐D=‐39/38, D‐E=‐63/30 BOT CHORD A‐G=‐0/0, F‐G=‐294/183, E‐F=‐320/202 WEBS B‐G=‐806/606, C‐F=‐286/241 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 34.6 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V121

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:04 2016 Page 1 Galvanization = G60 Truss weight = 30 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 WEBS B‐D:2 4-5-10

4-5-10

8-11-4

325USJ073x6 B 2

4-3-2

12.00 12

25USW046x6

SCREW QTY CHORDS WEBS

4-5-10

8-11-4

25USW046x6

‐D:2, C‐D:2 A D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.07 WB 0.18

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/8‐11‐4/UKN, C/8‐11‐4/UKN, D/8‐11‐4/UKN Max Down A=451(LC No. 1‐D+Lr), C=467(LC No. 1‐D+Lr), D=462(LC No. 1‐D+Lr) Max Uplift A=‐5(LC No. 14‐0.6D+MWFRS 3E L), C=‐3(LC No. 14‐0.6D+MWFRS 3E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐349/129, B‐C=‐362/118 BOT CHORD A‐D=‐41/134, C‐D=‐42/138 WEBS B‐D=‐343/52 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 34.5 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 198 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V122

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:06 2016 Page 1 Galvanization = G60 Truss weight = 25 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 4-5-4

4-5-4

8-10-8

325USJ073x6 B 2

4-2-12

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS

4-5-4

8-10-8

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.53 BC 0.27 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/8‐10‐8/UKN, C/8‐10‐8/UKN Max Down A=685(LC No. 1‐D+Lr), C=685(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐590/159, B‐C=‐603/148 BOT CHORD A‐C=‐19/310 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 34.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 196 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V123

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:08 2016 Page 1 Galvanization = G60 Truss weight = 32 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐G:2, G‐E:2 WEBS B‐I:2, D‐H:2 1-9-2

1-6-14

1-9-2

3-4-0

1-8-12

1-9-2

3-4-0

5-1-2

8-5-2

10-1-14

325USJ073x8 C

3-4-0

12.00 12

325USJ073x6

2 2

SCREW QTY CHORDS WEBS

1-9-2

3-4-0

1-9-2

5-1-2

8-5-2

‐I:2 A H‐D:2, I‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.32 BC 0.05 WB 0.14

DEFL (in) (loc) l/defl Vert(LL) 0.05 F >757 Vert(TL) ‐0.05 F >818 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* E‐G 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/8‐5‐2/UKN, G/8‐5‐2/UKN, I/8‐5‐2/UKN, H/8‐5‐2/UKN Max Down A=124(LC No. 14‐0.6D+MWFRS 3E L), G=538(LC No. 3‐D+Unbal.Lr R), I=535(LC No. 1‐D+Lr), H=509(LC No. 1‐D+Lr) A=‐47(LC No. 18‐D+0.75S+0.75L+0.75MWFRS L to R), G=‐287(LC No. 12‐0.6D+MWFRS 2E L), I=‐132(LC No. 14‐0.6D+MWFRS 3E L), H=‐50(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐318/297, B‐C=‐171/23, C‐D=‐4/7, D‐E=0/0, E‐F=0/0, E‐G=‐513/286 BOT CHORD A‐I=‐0/0, H‐I=0/0, G‐H=‐1/1 WEBS B‐I=‐503/382, D‐H=‐433/210 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 39.4 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 119 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V124

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:10 2016 Page 1 Galvanization = G60 Truss weight = 23 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 4-1-11

4-1-11

8-3-6

325USJ073x6 B 2

3-11-4

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS

4-1-11

8-3-6

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.46 BC 0.23 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/8‐3‐6/UKN, C/8‐3‐6/UKN Max Down A=638(LC No. 1‐D+Lr), C=638(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐549/150, B‐C=‐562/139 BOT CHORD A‐C=‐17/289 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 31.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 182 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V125

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:13 2016 Page 1 Galvanization = G60 Truss weight = 43 lbs

SCREW QTY (Total = 22 ). All Screws Are #12‐14 T/3 CHORDS B‐C:2, E‐D:2, E‐F:2, F‐G:2, G‐F:2 WEBS C‐I:2, D‐H:2 0-5-10 2-6-8

4-0-0

2-6-8

6-6-8

12.00 12

0-10-6

325USJ073x6 7-10-8 EF 7-4-14

2 2

7-2-6

6-11-4

C 2

BA2

3-7-0

I 325USJ073x8 H G 325USJ073x6

SCREW QTY CHORDS WEBS

2-6-8

4-0-0

1-4-0

2-6-8

6-6-8

7-10-8

‐I:2, G‐H:2 B H‐D:2, I‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.33 BC 0.05 WB 0.52

DEFL (in) (loc) l/defl Vert(LL) 0.00 A >999 Vert(TL) ‐0.00 A >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* F‐J 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐F

BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)J/7‐10‐8/UKN, B/7‐10‐8/UKN, I/7‐10‐8/UKN, H/7‐10‐8/UKN Max Down J=17(LC No. 3‐D+Unbal.Lr R), B=212(LC No. 14‐0.6D+MWFRS 3E L), I=604(LC No. 2‐D+Unbal.Lr L), H=471(LC No. 1‐D+Lr) J=‐3(LC No. 15‐0.6D+MWFRS 3E R), B=‐110(LC No. 12‐0.6D+MWFRS 2E L), I=‐160(LC No. 14‐0.6D+MWFRS 3E L), H=‐93(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=0/39, B‐C=‐700/583, C‐D=‐315/246, D‐E=‐96/12, E‐F=‐4/11, G‐J=‐17/12, F‐G=‐24/13 BOT CHORD B‐I=‐3/3, H‐I=0/0, G‐H=‐2/2 WEBS C‐I=‐624/479, D‐H=‐427/297 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 29.8 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 277 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.39. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V126

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:15 2016 Page 1 Galvanization = G60 Truss weight = 25 lbs

SCREW QTY (Total = 24 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2, C‐D:2, D‐C:2 WEBS B‐F:2, C‐E:2 2-3-1

3-3-15

2-3-1

5-7-0

7-10-1

325USJ073x8 B

325USJ073x8 C 2

12.00 12

2 2

2-3-1

325USJ073x6

SCREW QTY CHORDS WEBS

2-3-1

3-3-15

2-3-1

5-7-0

7-10-1

‐F:2, D‐E:2 A E‐C:2, F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

325USJ073x6 SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.26 BC 0.03 WB 0.06

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C, C‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐10‐1/UKN, D/7‐10‐1/UKN, F/7‐10‐1/UKN, E/7‐10‐1/UKN Max Down A=246(LC No. 1‐D+Lr), D=272(LC No. 1‐D+Lr), F=342(LC No. 2‐D+Unbal.Lr L), E=366(LC No. 3‐D+Unbal.Lr R) A=‐1(LC No. 14‐0.6D+MWFRS 3E L), F=‐21(LC No. 11‐0.6D+MWFRS R to L), E=‐19(LC No. 10‐0.6D+MWFRS L to R) Max Uplift Max Horizontal A=100(LC No. 1‐D+Lr), D=‐101(LC No. 1‐D+Lr), E=‐2(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐217/62, B‐C=‐99/94, C‐D=‐229/50 BOT CHORD A‐F=‐0/0, E‐F=0/0, D‐E=‐3/3 WEBS B‐F=‐282/124, C‐E=‐302/143 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 30.1 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V127

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:18 2016 Page 1 Galvanization = G60 Truss weight = 34 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS B‐G:2, C‐B:2, C‐D:2, E‐D:2, G‐B:2 WEBS D‐F:2

2-9-14

3-2-10

0-11-0

3-7-5

-2-9-13

3-2-10

4-1-11

7-9-0

325USJ073x8 C

2 2

12.00 12

4-6-6

SCREW QTY CHORDS WEBS

F 4-1-8

3-7-8

4-1-8

7-9-0

325USJ073x6

E ‐F:2 F‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.80 BC 0.07 WB 0.18

DEFL (in) (loc) l/defl Vert(LL) 0.18 A >375 Vert(TL) ‐0.27 A >249 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐G 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)G/7‐9‐0/UKN, E/7‐9‐0/UKN, F/7‐9‐0/UKN Max Down G=852(LC No. 1‐D+Lr), E=260(LC No. 3‐D+Unbal.Lr R), F=525(LC No. 1‐D+Lr) G=‐244(LC No. 12‐0.6D+MWFRS 2E L), F=‐124(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐G=‐820/277, A‐B=0/0, B‐C=‐4/7, C‐D=‐111/21, D‐E=‐310/300 BOT CHORD F‐G=‐1/1, E‐F=‐3/4 WEBS D‐F=‐501/397 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 42.3 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 178 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V128

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:20 2016 Page 1 Galvanization = G60 Truss weight = 22 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 3-10-4

3-10-4

7-8-8

325USJ073x6 B 2

3-7-12

12.00 12

25USW046x6 C A

2 2

SCREW QTY CHORDS

3-10-4

7-8-8

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.34 BC 0.19 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐8‐8/UKN, C/7‐8‐8/UKN Max Down A=567(LC No. 1‐D+Lr), C=567(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐495/130, B‐C=‐495/130 BOT CHORD A‐C=‐15/256 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.4 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 159 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V129

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:22 2016 Page 1 Galvanization = G60 Truss weight = 13 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 2-4-9

2-4-9

4-9-2

325USJ073x6 B 12.00 12

2-2-1

325USJ073x6 C A

2 2

325USJ073x6 SCREW QTY CHORDS

2-4-9

4-9-2

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.12 BC 0.07 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/4‐9‐2/UKN, C/4‐9‐2/UKN Max Down A=331(LC No. 1‐D+Lr), C=331(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐290/81, B‐C=‐290/81 BOT CHORD A‐C=‐7/153 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 16.6 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 91 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V130

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:28 2016 Page 1 Galvanization = G60 Truss weight = 32 lbs

SCREW QTY (Total = 32 ). All Screws Are #12‐14 T/3 CHORDS B‐H:2, C‐B:6, C‐D:9, E‐D:2, E‐F:2, F‐E:2, H‐B:3 WEBS D‐G:2 3-9-0

4-0-0

2-5-12

1-1-4

-3-9-0

4-0-0

6-5-12

7-7-0

35USC073x12" C

E 325USJ073x8

12.00 12

1-1-4

2 3

SCREW QTY CHORDS WEBS

4-0-0

3-7-0

4-0-0

7-7-0

F ‐G:2 G‐D:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

25USW046x6 SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.90 BC 0.05 WB 0.14

DEFL (in) (loc) l/defl Vert(LL) 0.44 A >205 Vert(TL) ‐0.65 A >139 Horz(TL) 0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* B‐H 30 USW 057 50, A‐C 35 USC 073 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 057 50 *Except* D‐G 25 USW 046 50

BRACING TOP CHORD Sheathed A‐E,E‐F BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)H/7‐7‐0/UKN, F/7‐7‐0/UKN, G/7‐7‐0/UKN H=981(LC No. 2‐D+Unbal.Lr L), F=102(LC No. 1‐D+Lr), G=681(LC No. 1‐D+Lr) Max Down Max Uplift H=‐294(LC No. 12‐0.6D+MWFRS 2E L), G=‐22(LC No. 12‐0.6D+MWFRS 2E L) FORCES (lb) Max. Compression/Tension Force TOP CHORD B‐H=‐951/312, A‐B=0/0, B‐C=0/0, C‐D=0/0, D‐E=‐5/9, E‐F=‐69/53 BOT CHORD G‐H=‐68/92, F‐G=‐66/94 D‐G=‐587/358 WEBS NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 45.3 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. The Left Overhang is NOT exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 45 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) End of overhang(s) restrained from rotation. 6) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 7) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V131

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:30 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 3-9-4

3-9-4

7-6-8

325USJ073x6 B 2

3-6-12

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS

3-9-4

7-6-8

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.39 BC 0.19 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐6‐8/UKN, C/7‐6‐8/UKN Max Down A=579(LC No. 1‐D+Lr), C=579(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐498/138, B‐C=‐511/127 BOT CHORD A‐C=‐15/263 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 165 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V132

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:32 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 3-8-4

3-8-4

7-4-8

325USJ073x6 B 2

3-5-12

12.00 12

25USW046x6 C A

2 2

SCREW QTY CHORDS

3-8-4

7-4-8

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.31 BC 0.17 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐4‐8/UKN, C/7‐4‐8/UKN Max Down A=540(LC No. 1‐D+Lr), C=540(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐471/125, B‐C=‐471/125 BOT CHORD A‐C=‐14/244 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.0 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 152 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 3.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V133

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:34 2016 Page 1 Galvanization = G60 Truss weight = 21 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 3-8-2

3-8-2

7-4-4

325USJ073x6 B 2

3-5-10

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS

3-8-2

7-4-4

25USW046x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.37 BC 0.18 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐4‐4/UKN, C/7‐4‐4/UKN Max Down A=564(LC No. 1‐D+Lr), C=564(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐485/135, B‐C=‐498/124 BOT CHORD A‐C=‐15/257 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 28.2 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 161 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V134

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:37 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, D‐E:2, E‐D:2 WEBS B‐F:2 3-2-8

1-2-8

2-11-0

3-2-8

4-5-0

7-4-0

325USJ073x8 C

2 2

12.00 12 B 4-5-0

325USJ073x6

SCREW QTY CHORDS WEBS

3-2-8

4-1-8

3-2-8

7-4-0

‐F:2 A F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.47 BC 0.06 WB 0.22

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐4‐0/UKN, E/7‐4‐0/UKN, F/7‐4‐0/UKN Max Down A=152(LC No. 2‐D+Unbal.Lr L), E=231(LC No. 1‐D+Lr), F=771(LC No. 1‐D+Lr) E=‐61(LC No. 12‐0.6D+MWFRS 2E L), F=‐134(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐345/325, B‐C=‐261/53, C‐D=‐8/7, D‐E=‐198/102 BOT CHORD A‐F=‐0/0, E‐F=‐1/1 WEBS B‐F=‐684/524 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.7 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 163 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V135

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:39 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, D‐E:2, E‐D:2 WEBS B‐F:2 3-4-0

0-10-0

3-2-0

3-4-0

4-2-0

7-4-0

325USJ073x8 C

2 2

12.00 12

4-2-0

25USW046x6

SCREW QTY CHORDS WEBS

3-4-0

4-0-0

3-4-0

7-4-0

‐F:2 A F‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.32 BC 0.04 WB 0.20

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C,C‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/7‐4‐0/UKN, E/7‐4‐0/UKN, F/7‐4‐0/UKN Max Down A=191(LC No. 2‐D+Unbal.Lr L), E=247(LC No. 1‐D+Lr), F=702(LC No. 1‐D+Lr) E=‐46(LC No. 12‐0.6D+MWFRS 2E L), F=‐58(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐299/277, B‐C=‐237/59, C‐D=‐8/7, D‐E=‐216/111 BOT CHORD A‐F=‐0/1, E‐F=‐0/1 WEBS B‐F=‐614/464 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.7 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 153 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V136

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:42 2016 Page 1 Galvanization = G60 Truss weight = 33 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, C‐B:2, E‐A:2 WEBS B‐D:2

3-6-10

3-8-8

3-6-10

7-3-2

7-0-11

12.00 12

B 2

C 2

2 2

D 325USJ073x6

SCREW QTY CHORDS WEBS

3-6-10

3-8-8

3-6-10

7-3-2

‐D:2 C D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.35 BC 0.06 WB 0.28

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/7‐3‐2/UKN, C/7‐3‐2/UKN, D/7‐3‐2/UKN Max Down E=209(LC No. 1‐D+Lr), C=226(LC No. 22‐D+0.75S+0.75L+0.75MWFRS 3E L), D=682(LC No. 1‐D+Lr) E=‐56(LC No. 14‐0.6D+MWFRS 3E L), C=‐40(LC No. 12‐0.6D+MWFRS 2E L), D=‐178(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐214/167, A‐B=‐219/125, B‐C=‐585/546 BOT CHORD D‐E=‐1/1, C‐D=‐0/0 WEBS B‐D=‐690/533 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.4 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 265 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V137

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:45 2016 Page 1 Galvanization = G60 Truss weight = 31 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐E:2, C‐B:2, E‐A:2 WEBS B‐D:2

3-1-11

3-11-5

3-1-11

7-1-0

12.00 12

6-10-8

B 2

SCREW QTY CHORDS WEBS

D 3-2-8

3-10-8

3-2-8

7-1-0

325USJ073x6

‐D:2 C D‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.37 BC 0.06 WB 0.33

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐E 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* B‐D 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/7‐1‐0/UKN, C/7‐1‐0/UKN, D/7‐1‐0/UKN Max Down E=159(LC No. 1‐D+Lr), C=252(LC No. 1‐D+Lr), D=702(LC No. 1‐D+Lr) E=‐43(LC No. 14‐0.6D+MWFRS 3E L), C=‐20(LC No. 12‐0.6D+MWFRS 2E L), D=‐183(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐E=‐163/128, A‐B=‐202/95, B‐C=‐557/535 BOT CHORD D‐E=‐1/1, C‐D=‐3/4 WEBS B‐D=‐709/547 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 27.8 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 271 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V138

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:47 2016 Page 1 Galvanization = G60 Truss weight = 23 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, D‐C:2 WEBS C‐E:2 3-3-13

0-6-11

3-0-3

3-3-13

3-10-8

6-10-11

325USJ073x6 B 2

12.00 12

3-4-6

325USJ073x6 30USW057 50 w/4 sds D 0-3-1

SCAB AALEG DOWN TO BEARING (-) 9' 8-3/8"

SCREW QTY CHORDS WEBS

3-10-8

3-0-3

3-10-8

6-10-11

325USJ073x6 30USW057 50 w/4 sds

‐E:2, D‐E:2 A E‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.27 BC 0.06 WB 0.12

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B, B‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/6‐10‐11/UKN, D/6‐10‐11/UKN, E/6‐10‐11/UKN Max Down A=342(LC No. 2‐D+Unbal.Lr L), D=232(LC No. 1‐D+Lr), E=492(LC No. 1‐D+Lr) Max Uplift D=‐18(LC No. 11‐0.6D+MWFRS R to L), E=‐108(LC No. 15‐0.6D+MWFRS 3E R) Max Horizontal A=99(LC No. 14‐0.6D+MWFRS 3E L), D=‐161(LC No. 10‐0.6D+MWFRS L to R) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐249/62, B‐C=‐201/119, C‐D=‐197/162 BOT CHORD A‐E=‐0/0, D‐E=‐0/0 WEBS C‐E=‐454/334 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Bearings shall be designed to resist horizontal reactions listed above. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V139

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:50 2016 Page 1 Galvanization = G60 Truss weight = 25 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐F:2, B‐A:2, B‐C:2, D‐C:2, F‐A:2 WEBS C‐E:2

2-7-10

1-4-6

2-5-12

2-7-10

4-0-0

6-5-12

325USJ073x8 B 2

12.00 12 3-10-2

C 2

2 2

SCREW QTY CHORDS WEBS

E 4-0-0

2-5-12

4-0-0

6-5-12

25USW046x6

‐E:2 D E‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.52 BC 0.06 WB 0.14

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A‐F 25 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50 *Except* C‐E 30 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)F/6‐5‐12/UKN, D/6‐5‐12/UKN, E/6‐5‐12/UKN Max Down F=210(LC No. 1‐D+Lr), D=108(LC No. 14‐0.6D+MWFRS 3E L), E=771(LC No. 1‐D+Lr) F=‐33(LC No. 12‐0.6D+MWFRS 2E L), D=‐31(LC No. 2‐D+Unbal.Lr L), E=‐59(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐F=‐179/94, A‐B=‐9/7, B‐C=‐262/48, C‐D=‐360/334 BOT CHORD E‐F=‐241/325, D‐E=‐241/331 WEBS C‐E=‐693/540 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.5 sq. ft. 0.6 DL applied. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 152 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V140

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:54 2016 Page 1 Galvanization = G60 Truss weight = 9 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, C‐B:2 1-9-2

1-9-2

3-6-5

B 325USJ073x6 12.00 12 2

1-6-11

325USJ073x6

2 2

SCREW QTY CHORDS

1-9-2

3-6-5

325USJ073x6

A‐C:2, C‐A:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.09 BC 0.04 WB 0.00

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50

BRACING TOP CHORD Sheathed A‐B, B‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/3‐6‐5/UKN, C/3‐6‐5/UKN Max Down A=257(LC No. 1‐D+Lr), C=257(LC No. 1‐D+Lr) FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐220/70, B‐C=‐233/59 BOT CHORD A‐C=‐5/123 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This truss designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 12.9 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 72 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This truss has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) This truss to be used as valley truss only. 7) Vertical webs shall line up with truss top chords supporting this valley truss(within 1.5" center to center). LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

COMMON

V141

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:15:57 2016 Page 1 Galvanization = G60 Truss weight = 29 lbs

SCREW QTY (Total = 20 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐B:2, C‐D:2, E‐D:2 WEBS B‐G:2, D‐F:2 2-2-4

2-0-0

2-2-4

4-2-4

6-2-4

8-4-8

325USJ073x6 C 2

3-11-12

12.00 12

25USW046x6

2 2

SCREW QTY CHORDS WEBS

2-2-4

2-0-0

2-2-4

4-2-4

6-2-4

8-4-8

25USW046x6

‐G:2, E‐F:2 A F‐D:2, G‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.13 BC 0.05 WB 0.10

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) ‐0.00 A n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 BOT CHORD 35 USC 046 50 WEBS 25 USW 046 50

BRACING TOP CHORD Sheathed A‐C, C‐E BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)E/8‐4‐8/UKN, A/8‐4‐8/UKN, G/8‐4‐8/UKN, F/8‐4‐8/UKN Max Down E=223(LC No. 1‐D+Lr), A=212(LC No. 1‐D+Lr), G=406(LC No. 1‐D+Lr), F=450(LC No. 1‐D+Lr) E=‐6(LC No. 11‐0.6D+MWFRS R to L), G=‐45(LC No. 14‐0.6D+MWFRS 3E L), F=‐41(LC No. 15‐0.6D+MWFRS 3E R) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐206/119, B‐C=‐271/55, C‐D=‐275/58, D‐E=‐218/137 BOT CHORD A‐G=‐108/205, F‐G=‐108/205, E‐F=‐106/211 WEBS B‐G=‐375/279, D‐F=‐408/305 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 32.3 sq. ft. 0.6 DL applied. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 184 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V142

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:00 2016 Page 1 Galvanization = G60 Truss weight = 27 lbs

SCREW QTY (Total = 12 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, C‐D:2, D‐C:2 WEBS B‐E:2 2-9-4

4-0-0

2-9-4

6-9-4

C 2

6-9-4

6-6-12

12.00 12

325USJ073x6

2 2

SCREW QTY CHORDS WEBS

2-9-4

4-0-0

2-9-4

6-9-4

‐E:2 A E‐B:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.37 BC 0.04 WB 0.16

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* C‐D 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50

BRACING TOP CHORD Sheathed A‐C BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/6‐9‐4/UKN, D/6‐9‐4/UKN, E/6‐9‐4/UKN Max Down A=226(LC No. 14‐0.6D+MWFRS 3E L), D=251(LC No. 1‐D+Lr), E=658(LC No. 1‐D+Lr) A=‐68(LC No. 12‐0.6D+MWFRS 2E L), D=‐47(LC No. 14‐0.6D+MWFRS 3E L), E=‐118(LC No. 14‐0.6D+MWFRS 3E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐610/550, B‐C=‐250/150, C‐D=‐257/201 BOT CHORD A‐E=‐0/1, D‐E=‐0/1 WEBS B‐E=‐667/518 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 25.3 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 245 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps = 2.96 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs = 0.38. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W

Job

OUAR196

Truss Type

Qty

Ply

Truss

ROOF TRUSS

V143

CF Steel LLC

8.5.9.0 BUILD 45 Dec 23 2015 Aegis Metal Framing Thu Apr 14 12:16:02 2016 Page 1 Galvanization = G60 Truss weight = 17 lbs

SCREW QTY (Total = 16 ). All Screws Are #12‐14 T/3 CHORDS A‐B:2, B‐A:2, B‐C:2, D‐E:2, E‐D:2 WEBS C‐F:2 1-1-0

0-7-12

4-0-0

1-1-0

1-8-12

5-8-12

C 325USJ073x8 B

12.00 12

1-1-0

25USW046x6

2 2

SCREW QTY CHORDS WEBS

1-8-12

4-0-0

1-8-12

5-8-12

‐F:2 A F‐C:2

LOADING (psf) SNOW, Pg 10.0 TCLL, Lr 20.0 TCDL, D 15.0 BCLL, L 0.0 BCDL, D 5.0

SPACING 4‐0‐0 Code IBC2009 AISI‐S100/S214

CSI TC 0.32 BC 0.04 WB 0.10

DEFL (in) (loc) l/defl Vert(LL) n/a ‐ n/a Vert(TL) n/a ‐ n/a Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80

SCREW VALUE. (#12‐14 T/3) 035 299lb 046 451lb 057 622lb 073 675lb 097 675lb SEE NOTES BELOW # [P]

STEEL SECTION TOP CHORD 35 USC 046 50 *Except* D‐E 30 USW 046 50 BOT CHORD 35 USC 046 50 WEBS 30 USW 046 50 *Except* C‐F 25 USW 046 50

BRACING TOP CHORD Sheathed A‐B,B‐D BOT CHORD Rigid ceiling directly applied

REACTIONS (jt/size/material)A/5‐8‐12/UKN, E/5‐8‐12/UKN, F/5‐8‐12/UKN Max Down A=47(LC No. 1‐D+Lr), E=291(LC No. 3‐D+Unbal.Lr R), F=515(LC No. 1‐D+Lr) E=‐63(LC No. 12‐0.6D+MWFRS 2E L), F=‐39(LC No. 12‐0.6D+MWFRS 2E L) Max Uplift FORCES (lb) Max. Compression/Tension Force TOP CHORD A‐B=‐63/40, B‐C=‐17/11, C‐D=‐5/4, D‐E=‐259/135 BOT CHORD A‐F=0/1, E‐F=‐0/1 WEBS C‐F=‐434/283 NOTES 1) This truss has been designed for unbalanced loading conditions. 2) This gable designed with ASCE 7‐05 wind load as referenced by IBC2009 . V = 90 mph, combined C&C and MWFRS Method, Building Classification III, h = 70.00 ft. , Exposure Category B, Enclosed Building, I = 1.15 , Kz = 0.89 , Kd = 0.85 , Kzt = 1.00 , InteriorRoof Zone, "a" distance = 6.0 ft. using a top chord effective area of 21.2 sq. ft. 0.6 DL applied. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 18.1 psf. Internal pressure coeff, GCpi = 0.18. Uplift reactions per MWFRS loads. 3) Horizontal load applied to this truss resulting from the standard wind load, equal to 35 lb has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 4) This gable has been designed for balanced and unbalanced snow load per ASCE 7‐05 as referenced by IBC2009 . Ps varies from 3.0 ‐ 11.0 psf, Pg = 10.0 psf, I = 1.10, Ce = 1.0, Ct = 1.0, Cs varies from 0.38 ‐ 1.00. 5) Shear screw values have been increased as follows: i) when 035 mil thickness is attached to 046 mil, the shear value is 454 lb. per screw. ii) when 035 mil thickness is attached to 057 mil or higher, the shear value is 466 lb. per screw. iii) when 046 mil thickness is attached to 057 mil or higher, the shear value is 612 lb. per screw. iv) when 057 mil thickness is attached to 073 mil or higher, the shear value is 675 lb. per screw. 6) Where applicable, provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D+Lr, D+S, D, 0.6D+W, D+0.75S+0.75W