IDC Drawing Set by Joseph Giampietro

Pixar / Industrial Light & Magic / 3M IDC Project

Sheet Index General Information G 100 Title Page G 101 Design Intent/Boma G 102 Code & Zoning G 103 History G 104 Systems Overview G 105 Tenant Precedents G 106 Behnisch Plan G 107 Sustainable Approach Overview

A 203 A 204

Architectural Details A 301 A 302 A 303 A 304 A 305 A 306 A 307

Site Development

Fire Protection

C 100 Site Evaluation C 101 Selected Site C 102 Sun/Wind/Climate C 103 Site Plan C 104 Site Views

FP 100

Building Section AA Building Section BB Building Section CC Wall System Overview Section of Wall System A Section of Wall System B Section of Wall System C

Fire Protection

Life Safety LS 100

Life Safety

4K Spec Office

Architectural A 100 A 101 A 102 A 103 A 104 A 105 A 106 A 107 A 108 A 109 A 110 A 111 A 112 A 113 A 114 A 115 A 201 A 202

East Elevation West Elevation

Basement Plan Ground Floor Plan Second Floor Plan [X-Factor] Third Floor Plan [X-Factor} Fourth Floor Plan [Spec] Fifth Floor Plan [Spec] Sixth Floor Plan [Prime] Seventh Floor Plan [Prime] Eighth Floor Plan [Prime] Ninth Floor Plan [Prime] Tenth Floor Plan [Prime] Eleventh Floor Plan [Prime] Roof Plan Floor Progression Service Detail Core & Stairs Detail North Elevation South Elevation

4K A 100 4K A 101 4K A 102 4K A 103 4K FP 100 4K E 100 4K E 101 4K E 102 4K E 103

4K Floor Plan 4K Reflected Ceiling Plan 4K Sections 4K 3D Views 4K Fire Protection 4K Panel Schedule 4K Fixture Schedule 4K Lighting Plan 4K Power Plan

Plumbing PL 100 PL 101 PL 102 PL 103

Plumbing General Plumbing Drainage Plumbing Collection Plumbing Fixture Schedule

Electrical E 100 E 101 E 102 E 103

Total Building Loads Main Electric Room Energy Generation Electric Riser Diagram

Structural S 100 S 101 S 102-111 S 112-114 S 115 S 116-119 S 120 S 121-123 S 124 S 125

General / 3D Model Foundation Plan Framing Plans Slab Design Slab Design Overview Beam Design Beam Design Overview Girder Design Girder Design Overview Column Design / Wind Loads

Cover Sheet

Mechanical M 100 M 101 M 102 M 103 Schedule

Mechanical General Mechanical Riser Diagram Main Mechanical Room Mechanical Equipment

G 100

Design Intent

PRODUCED BY AN AUTODESK STUDENT PRODUCT

The project should engage the pedestrian with the cultural district community and should emphasize the eclectic characteristics of the cultural district. There is a priority to connect the project with downtown Pittsburgh and attract residents of Pittsburgh and its’ greater metropolitan area as well as outside commuters and tourists. The project should not only be of specific interest to a particular group of people but should be attractive and engaging on multiple facets and to varying user groups. The project should be designed at the human scale and should provide amenities/services to pedestrians both in public exterior space as well as on the ground floor. The building should be synonymous as well as additive in providing a cultural experience to the community in terms of varying styles of art, performance, social, and cuisine qualities. The project should be an enhancement to the cultural district. The adjacent shared public space will be multi-functional to include a marketplace, outdoor performance area, recreational area, etc… that is flexible to a diverse user group at varying times throughout the day/season/year. The implementation of an on site location for a proposed citywide bicycle share program adheres to Pittsburgh’s recent efforts to increase its bicycle usage towards a greener, less congested and more pedestrian friendly city. By having a bike share depository location on site, users of the program will naturally be encouraged to visit the site by frequently using the bike sharing service. The existing on site bus stops should be addressed to provide people with services and coverage while waiting for buses. The building may also extend into the urban fabric through technological innovation, art, tectonic design, exterior advertisements etc… The site in which the project is located should be active on a 24-hour basis and should provide pedestrians with the feeling of safety with the opening of the corner of 8th and the transition past the opera house into the shared public space. To achieve this, proper lighting and security at night will give pedestrians a sense of safety, which will encourage activity, and in turn further heightens the sense of safety.

1st Floor [Mixed Use] Retail X-‐Factor Public Service Core Living Machine Gross Area Adjusted Usable Floor U6liza6on (USF/GSF = %)

PROGRAM OFFICE AREAS NET: 140,000 gsf Prime 100,000 sf Spec 40,000 sf MERCANTILE/RETAIL NET 10,000 gsf 3D View 339 Retail--shops, boutiques, ground floor only (limited second story allowed) 2 Office Lobby (with security) Service (shipping, receiving, re-cycling, located off of 7th Street) Box office/ Lobby for Theaters X-FACTOR 15,000 gsf 3 Holgram Exhibition Spaces 2 Theater Spaces Electrical and Projection Rooms OTHER CONSIDERATIONS

PRODUCED BY AN AUTODESK STUDENT PRODUCT

1. 2.

Ground Floor Requirement: Min. of 75% of the perimeter to be glazed of such use. Parking to be on site underground (calculate per Section 914 Parking & Loading Access, the total required cars - show only access pedestrian)

Vehicular access to be along 7th and 9th Street only with min. of 45’ separation to Service Access center line to center line.

Service and Loading shall be along 7th and 9th Streets only.

3. 4.

Review Section 915 Environmental Performance (915.04E provision for a 20% increase due to LBC/LEEDS Minimum BOMA Efficiency Goals:

Retail: 80% limited to first floor and partially 2nd. X Factor: 75% Spec Tenant Office Floors: 85% Prime Tenant Office Floors: 90% Total Circulation 12% max of floor area

1st floor 17% max of rentable floor area Total MEP Spaces 10% max of floor area

Service: 8% max of 1st usable floor area

2nd Floor [Mixed Use] CirculaEon X-‐Factor Core Café Gross Area Adjusted Usable Floor U6liza6on (USF/GSF = %) 3rd Floor [Mixed Use] CirculaEon X-‐Factor Core Gross Area Adjusted Usable Floor U6liza6on (USF/GSF = %) 4th Floor [Mixed Use] X-‐Factor -‐ Projector Room Corridor Core Total Spec [4th Floor] Gross Area Adjusted Usable Floor U6liza6on (USF/GSF = %) 5th Floor [Mixed Use] Core Corridor Spec Zone 1 [4K] Spec Zone 2 Spec Zone 3 Spec Zone 4 Total Spec [5th Floor] Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %)

10231 1659 2847 2475 3552 5833 26597 17723 66.64%

3724 9075 1201 2715 16715 11790 70.54%

2949 8632 1201 12782 8632 67.53%

336 2426 1787 17969 22518 18305 81.29% 1787 2499 4170 4507 3234 8485 20396

Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %)

1787 2499 4170 4507 3234 8485 20396 24682 20396 92.76%

6th Floor [Prime -‐ Industrial Light & Magic] Core 1400 Prime 18047 Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %)

19447 18047 92.80%

7th Floor [Prime -‐ Industrial Light & Magic] Core 1400 Prime 18047 [Prime CollaboraKon] 2068 Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %) 8th Floor [Prime -‐ Pixar] Core Prime Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %) 9th Floor [Prime -‐ Pixar] Core Prime Prime CollaboraKon Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %)

1400 14203 1400 15603 14203 14203 91.03% 15603

Adjusted Usable 11th Floor [Prime -‐( USF/GSF 3M] Floor U0liza0on = %) Core Prime 11th Floor [Prime -‐ 3M] Core Gross Area Prime Adjusted Usable Floor U0liza0on (USF/GSF = %) Gross Area

1400 17761 16361 16361 92.12% 17761

Adjusted Usable Floor U0liza0on (USF/GSF = %)

16361 92.12%

Total Gross Total Service Total Eﬃciency Total Gross Total Service Total Eﬃciency

14203 91.03% 1400 16361

214780 36373 0.830649967 214780 36373 0.830649967

19447 18047 92.80%

1400 14480 15880 14480 91.18%

1400 17948 2068 19348 17948 92.76%

Design Intent/ Boma

24682 20396 92.76%

6th Floor [Prime -‐ Industrial Light & Magic] Core 1400 Prime 18047 Gross Area Adjusted Usable Floor U/liza/on (USF/GSF = %)

5th Floor [Mixed Use] Core Corridor Spec Zone 1 [4K] Spec Zone 2 Spec Zone 3 Spec Zone 4 Total Spec [5th Floor]

10th Floor [Prime -‐ 3M] Core Prime 10th Floor [Prime -‐ 3M] Core Gross Area Prime Adjusted Usable Floor U0liza0on (USF/GSF = %) Gross Area

19447 18047 92.80%

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Building Code SECTION 302 CLASSIFICATION Assembly Group A-1 [motion picture theaters], A-2 [restaurants] Assembly Group A occupancy includes, among others, the use of a building or structure, or a portion thereof, for the gathering of persons for purposes such as civic, social or religious functions; recreation, food or drink consumption; or awaiting transportation. Business Group B Business Group B occupancy includes, among others, the use of a building or structure, or a portion thereof, for office, professional or service- type-transactions, including storage of records and accounts. SECTION 403 HIGH RISE BUILDINGS 403.1 Applicability: Buildings with an occupied floor located more than 75 feet above the lowest level of fire department vehicle access. SECTION 404 ATRIUMS

SECTION 508 MIXED USE AND OCCUPANCY 508.3 Mixed occupancies. Each portion of a building shall be individually classified in accordance with Section 302.1 508.3.1 Accessory occupancies. Accessory occupancies are those occupancies subsidiary to the main occupancy of the building or portion thereof. Aggregate accessory occupancies shall not occupy more than 10 percent of the area of the story in which they are located and shall not exceed the tabular values in Table 503, without height and area increases in accordance with Sections 504 and 506 for such accessory occupancies. SECTION 602 CONSTRUCTION CLASSIFICATION Table 601 Fire-Resistance Rating Requirements for Building Elements (hours) Table 602 Fire-Resistance Rating Requirements for Exterior Walls Based on Fire Separation Distance SECTION 903 AUTOMATIC SPRINKLER SYSTEMS

Atrium: an opening connecting two or more stories other than enclosed stairways, 903.2.10.3 Buildings 55 feet or more in height. elevators, hoist ways, escalators, An automatic sprinkler system shall be installed plumbing, electrical, air- throughout buildings with a floor level having conditioning or other an occupant load of 30 or more that is located equipment, which is closed at the 55 feet or more above the lowest level of fire top and not defined as a mall. department vehicle access. Stories, as used in this definition do not SECTION 907 FIRE ALARM AND DETECTION include balconies within assembly SYSTEMS groups or mezzanines that comply with Section 505. 907.2.12 High-rise buildings. Building with a floor used for human occupancy located SECTION 504 HEIGHT more than 75 feet above the lowest level of fire department vehicle access shall be 504.2 Automatic sprinkler system increase provided with an automatic fire alarm system accordance with Section 907.2.12.2 SECTION 506 AREA MODIFICATIONS SECTION 911 FIRE COMMAND CENTER 506.2 Frontage increase: Every building shall adjoin or have access to a public way to SECTION 912 FIRE DEPARTMENT CONNECTIONS receive an area increase for frontage. Where a building has more than 25% of its perimeter on a public way or open space having a minimum 912.2 Location. With respect to hydrants, width of 20 feet, the frontage increase shall be driveways, buildings and landscaping, fire determined in accordance with the department connections shall be so located following: that fire apparatus and hose connected to supply the system will not obstruct access to If = [F / P - 0.25] W/ 30 the buildings for other fire apparatus. Where: SECTION 1004 OCCUPANCY LOAD If = Area increase due to frontage F = Building perimeter that fronts on a Table 1004.1.1 Maximum Floor Area public way or open space having 20 Allowances per Occupant feet open minimum width (feet) P = Perimeter of entire building (feet) Table 1005.1 Egress width per occupant W = Width of public way or open space served (feet) in accordance with Section 506.2.1 SECTION 1007 ACCESSIBLE MEANS OF EGRESS 506.3 Automatic sprinkler system increase. 1007.2.1 Elevators required. In buildings where a required accessible floor is four or more stories above or below a level of exit discharge, at least one required accessible means of egress shall be an elevator complying with

Sections 1007.3 Exit stairways. In order to be considered part of an accessible means of egress, an exit stairway shall have a clear width of 48” min. between handrails and shall either incorporate an area of refuge within an enlarged floor-level landing or shall be accessed from either an area of refuge complying with Section 1007.6 or a horizontal exit. 1007.6 Areas of Refuge SECTION 1014 EXIT ACCESS 1014.3 Common path of egress travel. Exceptions: 1. The length of a common path of egress travel in Group B, F and S occupancies shall not be more that 100 ft, provided that the building is equipped throughout with an automatic sprinkler system. 2. Where a tenant space in Group B, S and U occupancies has an occupant load of not more than 30, the length of a common path of egress travel shall not be more than 100 ft. SECTION 1015 EXIT AND EXIT ACCESS DOORWAYS 1015.1 Spaces with one means of Egress 1015.2.1 Two exits or exit access doorways. Exceptions: 2. Where a building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2, the separation distance of the exit doors or exit access doorways shall not be less than one-third of the length of the max overall diagonal dimension of the area served.

Pittsburgh Zoning Code These are taken directly from the Pittsburgh zoning code along with Transects modifications from the SmartCode {universally this is a T-6 Transect (Urban Core Zone)} Current zoning is GT-C Golden Triangle – D Subdistrict: Section 910.01.H of the Pittsburgh Zoning Code. LOT OCCUPATION a. Lot Area: 20,000 GSF min to 40,000 GSF max. b. Lot Width: Principal 200’-0” min and Secondary 100’-0” min c. Lot Coverage: 80% max Max Floor Plates: 1-8 stories – 20,000 GSF Above 8 stories – 15,000 GSF d. Floor Area Ratio (FAR): 7.5% with a 30% additional due to public benefit for sites A and D and 10% for Sites B and C e. Frontage Required @ Principal and Secondary Setbacks: 70% f. Open Urban Space: 20% min. of which 50% must be Green (See 910.01.C.3 for definitions) g. Height Limits (to bldg. center line): Varies see diagram of Ft Duquesne Blvd. to Penn Ave (I will have this drawn and ready for our meeting)

BUILDING SETBACKS

1. 2.

Principal and Secondary: 0’ or 20’ above 10 stories. Side and Rear: 0’ or 10’ for 6 to 10 stories and 30’ above 10 stories.

SECTION 1016 EXIT ACCESS TRAVEL DISTANCE Table 1016.1 Exit Access Travel Distance SECTION 1017 CORRIDORS 1017.2 Corridor width. The min. corridor width shall be as determined in section 1005.1 1017.3 Dead Ends. Table 1017.1 Corridor Fire-Resistance Rating SECTION 1019 NUMBER OF EXITS AND CONTINUITY Table 1019.1 Minimum number of exits for occupant load SECTION 1024 EXIT DISCHARGE 1024.1 General. Exits shall discharge directly to the exterior of the building. The exit discharge shall be at grade or shall provide direct access to grade. The exit discharge shall not render a building. 1024.2 Exit discharge capacity. The capacity of the exit discharge shall be not less than the required discharge capacity of the exits being served.

Code & Zoning

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Background / History

Fort Pitt 1754

British army Captain William Trent arrives at the Point and establishes Fort Prince George (more commonly known as “Trent’s Fort”, the first fort built at the Point.

1759

The British army begins constructing the most state-of- the-art fort in North America, naming it Fort Pitt. The new fort is built next to the site of Fort Mercer.

1772 The British army abandons Fort Pitt, letting it fall to private ownership. 1774

As the colonies approach the Revolutionary War, British governor Lord Dunmore decides to reassert Virginia’s claim to the Forks of the Ohio, taking over the privately-owned Fort Pitt and naming it Fort Dunmore.

1778 1792

The first Peace Treaty between the American Indians and the United States is signed at Fort Pitt. Fort Pitt is abandoned due to its deteriorating condition, and Fort Fayette is built in downtown Pittsburgh where Penn Avenue and Ninth Street now intersect. Dozens of Pittsburghers used remnants of Fort Pitt to construct their own homes.

Industrial City Water Pollution Pittsburgh earned a reputation as “hell with the lid off” from scenes like this one at the Pittsburgh Steel Company, Monessen Works 1872-1908 Highest typhoid fever mortality rate of any city in the nation. The causes of this problem included poor sanitary facilities in working class areas, the location of wells near privies, and the disposal of sewage into the rivers from which the city drew its water supply. In 1907, after years of delay, the city began operating a water filtration plant, with a consequent sharp drop in typhoid rates. Air Pollution From 1908-1958, however, in spite of state pressure, Pittsburgh continued to discharge its raw sewage into its neighboring rivers, thereby threatening the water supplies of downstream cities. “All cities possess environmental stories, but there is probably no city in the nation that surpasses Pittsburgh in terms of the scope of its air, water and land pollution history. The city’s geographical site and location on major rivers; its natural resource endowments, particularly bituminous coal; and its development as one of the world’s most industrialized cities for much of the period from 1850 to 1980 largely shaped its environmental history. This environmental history can best be examined by considering the media of air, water, and land.” A view of Fifth Avenue from Liberty Avenue on November 5, 1945 that shows the use of street lights during the day. Note the clock in the lower right that reads 11:00 a.m.

Pittsburgh Mill District 1940

-The Carnegie Library of Pittsburgh

History Sources: http://www.pinstripepress.net/PPBlog/index.blog?entry_id=1430375 Photo Lower Right: http://publishing.cdlib.org/ucpressebooks/data/13030/pn/ft4779n9pn/figures/ ft4779n9pn_00046.jpg Photo Lower Left: http://www.pittsburghgreenstory.org/html/history.html Photo credit: The Carnegie Library of Pittsburgh

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Systems Overview Main DOAS Vent Sizedat 50” diameter

Branch Water Lines Waste

GEOTHERMAL AND VRF SYSTEM Heating and Cooling

WSHP

DOAS

ROOF

GEOTHERMAL PUMP REFRIGERANT LIQUID

WSHP

Hot

40 Water Source Heat Pumps to Service Levels 5-11

Cold

AHU

Pump Catchment Drain

LEVEL 10-11 TYP. ZONE

HOT REFRIGERANT GAS

WSHP

ROOF

AHU

SUPPLY AIR EXHAUST AIR 11th

LEVEL 8-9 TYP. ZONE AHU

AHU

10th

BC LEVEL 6-7 TYP. ZONE

AHU

9th

AHU

WindBelt

INV

PV WindBelt

BC LEVEL 5 TYP. ZONE

AHU

INV

AHU

WindBelt

LEVEL 4 TYP. ZONE

AHU

WindBelt

BC AHU

5th INV

AHU

INV

WindBelt PV

BC AHU

INV

AHU

WindBelt

LEVEL 2 TYP. ZONE

6th

INV

PV AHU

7th

INV

LEVEL 3 TYP. ZONE

INV

AHU

8th

INV

4th

AHU

3rd

BC LEVEL 1 TYP. ZONE

AHU

2nd

Water Supply from Geothermal Well

18 Water Source Heat Pumps to Service Levels 1-4

WSHP

MECHANICAL ROOM

1st

GEOTHERMAL WATER PUMP

Meter

Septic Tank to hold 5 days of waste water

Suction Tank

3 Geothermal Water Pumps Sized at 500 gpm each

Hot Water Storage Heater

To Tidal Flow Wetlands Filtered Greywater Reuse

Vertical Flow Wetlands

AQUIFER (HEAT SINK)

HVAC/ Mechanical

Electrical

Structure

Plumbing

A geothermal water-source heat pump system will be used with a VRF system. A consideration of other passive strategies are also considered. Proposing a “night flush” system will help cool down the building without the need of other cooling mechanical systems.

Investigate appropriate integration of day lighting and electric lighting strategies

Precaset Concrete - Repetition of concrete shape or panel - The height of the building is to support the vertical loads created by gravity, the weight of the building and its occupants - Properties of heaviness and mass create lateral stiffness, or resistance to horizontal movement

The plumbing system will use a series of multiple water conservation strategies to help water usage throughout the building. These include waterless urinals, dual flush toilet system, grey water integration, and rain water collection. There will be a continuous plumbing shaft that runs through the building in conjunction with the HVAC system.

Product: US Concrete

Water conservation throughout the building: By using a Living Machine, rainwater can be collected, filtered, and reused throughout the building. The Living Machine will be located on multiple levels. The primary stage will be located underground, the secondary stage will be located on multiple levels in a greenhouse and parts of the wetland will be in the shared public space (approx 4,500 sf). The tertiary space is located on the ground floor on the interior North East side of the building. Green spaces on the exterior of the building will work with the water collection and be utilized throughout the building.

Geothermal Water-Source Heat Pump System: Geothermal Loop: A geothermal well field is used as a renewable source to store heat during summer (Heat Sink) and then this heat is extracted during winter (Heat Source) -Pump circulates 55F-65F water between Well Field and Heat Pumps Heat Pump: Heat Pump serves zone. Each Zone has a T-Stat to control temperature VRF System: One outdoor condensing unit or series of units with multiple indoor terminal units (fan coil units, cool and heat). Advanced Controls modulate the refrigerant flow to each indoor unit, providing excellent zone control. Separate Dedicated Outdoor Air System (DOAS) to provide conditioned outdoor air to each terminal unit. Used in Asia and Europe since the 90’s Reason for system selection: Geothermal water-source system: It uses renewable resources. It can have a very low energy consumption if designed properly. Since located on the roof, it can be easily maintained. The well field is hidden from view so it’s aesthetically pleasing and has a 50-100 year life expectancy. VRF: Option for “free” simultaneous heating and cooling by transferring energy between spaces. -High Efficiencies -Individual room thermostat control. -System does not require a central chiller or boiler to operate. System is stand-alone and can be operated anytime. -Multiple Indoor unit types, including ductless -Very quiet system

The lower level of the building Lighting on the lower floors will be primarily lit by natural daylight due to a large percentage of glazing as well as a triple storey height atrium in which makes up the buildings lobby. On upper levels, the facade consists of primarily a double skin in which allows for diffused light. Natural light will be used on perimeter zones with automatic lumen sensors that will adjust artificial lights accordingly to the needs at a given time. The artificial lights will also be on a time schedule that automatically shut off after working hours. Manual switches will be provided for workers if light is needed after working hours.

The Fire Command center is a 10’x15’ space located on the ground floor in the center of the lobby. The main electrical room is a 20’x30’ space located in the building’s basement. An area well is adjacent to both the main electric room and emergency generator room. There is also an additional space in the basement if further expansion is needed. Each floor’s typical electric room is 8’ x 12’ and houses both the electric and telecommunications panels.

Sustainable Strategies by:

1. Measuring carbon footprint emissions 2. Monitoring and controlling air emission 3. Renewable energy 4. Return concrete recycling 5. Washout systems 6. Water management 7. Monitoring and reporting of environmental practices 8. Training employees and integrating sustainability mindset 9. Reducing and recycling waste

Colorfast EF : good for indoor and outdoor construction - 50% reduction of CO2 in concrete production - 50% recycled materials (LEED) Slag Cement: used in combination with Portland Cement: by product of smelting ore to purify metals - Reduces air emissions at the blast furnace as well as the materials in landfills - By using a 50% slag cement substitution: (see graph) - From Chart: between 165-374 lbs of CO2 are saved per cubic yard by using a 50% slag cement substitution - 42-46% reduction in greenhouse gas emissions - 90% less energy to produce (compared to Portland Cement)

- Determine rainwater collection potentials: The Living Machine allows for black water to be collected, filtered and used throughout the building as grey water. A centralized water filtration system with the use of reservoirs will help collected rainwater that runs off the side of the building and down through the center. Retention ponds and water cisterns can be used to collect this water below grade. - Determine methods for redirecting rainwater in the most sustainable and appropriate way for the design and site: - Organize fire protections standpipe risers. Including fire pumps, holding tanks, etc : Tall Building Downfeed Distribution. Plumbing will be separated into groups of floors into zones with a maximum height of about 150ft. At the top of the zone, the minimum desirable pressure is at least 15 psi. At the bottom of the zone the maximum desirable pressure is perhaps 80 psi. Water for fire reserve could be provided by additional piping or by a separate tank.

Systems Overview

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Tenants Current Constructions

Pixar Studios: Emeryville, CA General Info: -Interior lobby ceilings have exposed structure with wooden panels -Studio Grounds has a lot of green space thatâ&#x20AC;&#x2122;s designed for gatherings (ampitheater) -Sidewalks help promote walking, jog ging and cycling -Commuter/Carpooling is encouraged through reserved parking Expansions -Features expose concrete framing -Meets LEED Gold standards -Areas for screenings, recording, game room etc. -Basement houses mechanical and electrical equipment West Village -1,200 sf server room -30 server racks with 150 mega watts each -60 tons of cooling using chillers, condensing units and 80 local air handlers -PG&E distriputed equipment to support the new electrical room with transformer, switchgear, generator and UPS back-up -Fire protection sprinklers and FM 200 system to provide added protection to Pixarâ&#x20AC;&#x2122;s Servers

Lucasfilm: Industrial Light & Magic Singapore (in construction) General Info: Designed by Aedas, the Sandcrawler Building will house a 100 seat theatre, LucasFilm Singapore offices, a public podium and other employee spaces. Neither rusty nor slow moving in this case, the glassy and streamlined building will combine a high performance facade with lush gardens and foliage that spills over terraces, resulting in a highly efficient commercial space. Design Strategies -A public podium open 24 hours will be a lush garden setting set on a granite base and complimented with recycled timber and natural stone. -Shaded by the building overhead, the space, which will be overgrown with foliage, will be a respite from the heat and the sun and cooler than surrounding areas. -The high performance facade, along with the materials and lush vegetation are all part of the plan to help the project receive a Gold Plus Greenmark certification in Singapore. -Aluminum louvers on the roof help keep the building cool -A fritted glass canopy over the courtyard also filters sunlight. http://inhabitat.com/lucasfilms-singapore-headquarters-is-ahigh-performance-sandcrawler-straight-out-of-tatooine/

3M Headquarters: Milan, Italy General Info: -South face of building steps works as shading -Balance between passice/active systems -Building envelope integral part of plant and servies system -Sun-shading system comprising a series of different length box-shaped aluminum profiles -Cold-beam air conditioning is lodged in falso ceilings ensuring interior layout flexibility -Photovoltaics on the roof -Industrial building and contractor solutions -Drywall, HVAC, etc... Company Goals on Sustainability -Cut Green House Gases more than 2/3 worldwide -Preventing pollution pays -Reducing volatile organic air emissions -Using less water and releasing fewer pollutants -Consume less energy -Funding for wild area foundations -Minimizing waste -Fresh air emissions -Online sustainable products available

Tenants Current Constructions

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Behnish Plan The RiverParc Development will have its own unique character. Each residential block within it will have a distinct identity, which respects human scale, provides individual addresses, and contributes to a much improved public realm. An environment in which pedestrian accessibility is a priority allows for spaces to thrive through intensive use. Within RiverParc, unique neighborhoods are expressed as “urban living rooms” which offer a wide range of opportunities for people of all ages to enjoy downtown living. Primarily Residential Development Master Plan Essential

-Holistically conceived/thoughtfully planned -Magnet for residents/office workers/visitors -Unique & vibrant retail and unique amenities -Variety of street-level uses – enrich quality & character -Small performing arts venue -Destination neighborhood - 24 hour/day energy -District design guidelines -Riverlife – nine guiding principles

Sustainable Design Riverfront Connection a Priority Lateral Connections Desirable Capitalize on Views Avoid “Monuments to the Architect” Integrate Outstanding Public Art The Pittsburgh Cultural Trust aim is to rectify the situation by encouraging residents to move back to the city with an urban rejuvenation project called RiverParc - an ensemble of flexible, mixed-use buildings on six acres. With seven hundred residential units offering varied forms of urban living and mixed uses of retail, restaurants, leisure facilities, hotel, and convention facilities, the development will contribute to the future life of the city.

Connecting downtown with the Allegheny River and Monogahela River

Provide diverse urban experiences, along the Allegheny River, through the lane structure, and from downtown to the riverfront

All information collected from Rich DeYoung of Behnisch Architects and WTW power point presentation.

Behnisch Plan

Also from Behnisch’s website at http://behnisch.com/projects/285

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Sustainable Strategies Day lighting – optimize use of natural light: A longer/

narrow plan allows for more sunlight to reach the interior spaces of the building. Inexpensive light sensors will be placed throughout to monitor the amount of natural light taken into the building. If the sensors detect enough light for workable conditions, the lighting in that area of the building will be turned off to conserve energy.

The Living Machine 2

Passive Ventilation – development in orientation,

plan section and detail: “Night Flush” system will be used during the summer months to air-condition the building. This system will use windows that will automatically open at night to allow cool air to enter the building. Sensors located inside of the concrete beams on the interior of the building will monitor the cool air absorbed into the beams. The windows will then close once the sensors reach the amount of cool air needed and that collected air will be used throughout the day to cool the building.

Solar – Control of solar gain through orientation, form

and detail: South facing windows will be shaded by layered skin with a photovoltaic shading system. These series of panels can be maneuvered automatically to catch the maximum amount of solar radiation, while continuing to shade part of the building.

Water – Control of storm water, reuse in building: A

rainwater collection system in collaboration with the living machine can help filtrate grey water throughout the building. Rainwater from the roof and sides of the building will be collected down through reservoirs (ponds and green space) to help water distribution all the way through the building.

Renewable Energy – Use of sun, wind and alternative energy systems: A wind turbine will be placed on top of the building to collect energy generation from wind velocity. Placing it on the roof will maximize the collection of energy from the wind. If energy collected from these passive strategies is too much for the building, then the extra energy will be sold back to the city.

1 1 Wastewater from the entire building flows into a holding tank where solids settle, like in a septic tank. The reclaimed liquid up top gets pumped to the lobby. 2 Garden-like “wetland cells” layered with plants, soil, and rocks collect the water and capture biological compounds and pathogens.

Utilizing a water treatment system similar to that in the Serpentine Skyscraper. This system (in combination with the living machine) would harvest rainwater and be filtered in a tank below the building. Small reservoirs (ponds or green space) will be placed throughout the building for collection of the water.

3 On its way out of the garden, the water is further sterilized by ultraviolet light in the pipes. Then it’s recycled back into the plumbing system. Living Machine Illustration by Leandro Castelao [http://www.wired.com/science/planetearth/magazine/17-06/st_sewagegrid]

Diagram (http://www.evolo.us/architecture/serpentine-skyscraper-in-singaporesmarina/).

Sustainable Approach

G 107

Site Evaluation A Surrounding businesses/conditions: Observations: -Club [Blush and Duquense Club] -Hotel -Printing/Graphics companies -Restaurants -Benedum Center -Pittsburgh CLO

-Interesting facade conditions on surrounding architecture -Different colors and heights -Older architecture -Good use of old buildings -Slightly busy intersection at 9th and Penn Ave. -Need to consider pedestrian traffic from 7th to 9th when designing

C Surrounding businesses/conditions:

Observations

-Located on the corner of Fort Duquesne Blvd. and 7th -Theaters and restaurants on 7th -Plaza -View of the river -Traffic from drudge (7th St. Bridge) -Blvd. traffic busy at rush hour but otherwise kind of light -10th St. Bypass -Parking Entrance -Connection with opera house

-Connected with pedestrian (proposed) bypass to river attractions -Pedestrian traffic from theaters to residences -Main entrance off of 7th -Develop space between with site B -Apartments on opposite corner (newer architecture)

D Observations Surrounding businesses/conditions: -Hotels -Pittsburgh Capa (newer architecture) -Convention Center -High pedestrian traffic at rush hour -View of river

-Need to work with pedestrian traffic -Theater to residences; residences to convention center -Conditions with site A -Small footprint

Site Evaluation

C 100

Selected Site B Surrounding businesses/conditions:

-Benedum Center -Pittsburgh CLO -Cabaret at Theater Square -Agnes R. Katz Plaza [park] -Heinz Hall -Bossa Nova Boar -The Encore on 7th -Byham Theater

Observations -Penn Ave and 7th St. intersection very busy -Pedestrian traffic is high because of theaters -Surrounding facades more modern -Connection with plaza on opposite corner -Existing â&#x20AC;&#x153;Magnolia Parkâ&#x20AC;?: Small space that pedestrians utilize -Connection with the opera house -Open space available to develop -Work with pedestrians coming from theaters to residences

Main entry will be from the North side where pedestrian traffic is encouraged. This space, in conjunction with other buildings, can be flexible for user needs. Integration with the Living Machine system will engage the community in sustainable strategies. The Cultural District houses many theater spaces. This space will include a cinema theater and a series of exhibition spaces for the public. These theaters will display the work of the three companies; 3M, Industrial Light & Magic, and Pixar Animation Studios.

Selected Site

C 101

PITTSBURGH CLIMATE ANALYSIS SUN PATH DIAGRAM

SUN SHADING STUDY

SUN PATH DIAGRAM

-Sun shading June 21- December 21 -Late June-July shading needed between 9am-7pm -Most sun during 11 am -1pm -Sept-Dec less sunlight

DRY BULB TEMP

PSYCHROMETRIC CHART PSYCHROMETRIC CHART DRY BULB TEMPERATURE DRY BULB TEMPERATURE

-Warmest in July -Coolest in January -Maximum Dry Bulb Temp at 81.12 -Minimum Dry Bulb Temp at 23.84

Precipitation (in) Annual Avg: 36.9 Jan Feb Mar Apr -

2.5 2.4 3.4 3.1

May Jun Jul Aug -

3.6 3.7 3.8 3.2

Sep - 3.0 Oct - 2.4 Nov - 2.9 Dec - 2.9

DESIGN STRATEGIES: JANUARY - DECEMBER

JAN - DEC [YEARLY AVERAGES] WIND ROSE -Main wind comes from the West as and average throughout the year -The average relative humidity is between30-70% -Average temperature is between 30-70 degrees F

Wind Speed (mph) Avg: 9.0 Jan Feb Mar Apr -

10.5 10.4 10.6 10.2

May Jun Jul Aug -

8.8 8.0 7.3 6.8

Sep - 7.4 Oct - 8.4 Nov - 9.8 Dec - 10.1

3.5% 1 comfort(308 hrs) 2 sun shading of windows (0hrs) 3 high thermal mass (0hrs) 4 high thermal mass night flushed (0hrs) 5 direct evaporative cooling (0hrs) 6 two-stage evaporative cooling (0hrs) 7 natural ventilation cooling (0hrs) 8 fan-forced ventilation cooling (0hrs) 9 internal heat gain (0hrs) 10 passive solar direct gain low mass (0 hrs) 11 passive solar direct gain high mass (0hrs) 12 wind protection of outdoor spaces (0hrs) 13 humidification (0hrs) 14 dehumidification (0hrs) 15 cooling, add dehumidification if needed (0hrs) 16 heating, add humidification if needed (0hrs)

Sun/Wind/ Sun, Wind & Climate Climaqte

C 102

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Site Plan

C 103 PRODUCED BY AN AUTODESK STUDENT PRODUCT

Scale: 1/30” = 1’-0”

PRODUCED BY AN AUTODESK EDUCAT

UTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK STUDENT PRODUCT

The site design was influenced by the analysis of projected pedestrian movement in the Behnish master plan. The network of residences adjacent to our site meant that people would be frequenting the site often and that the outdoor space should be designed primarily with the pedestrian in mind. The passage that connects the Behnish Residences, frames the entrance to the building and provides the pedestrian with an exquisite sheltered space. The north faรงade of the building is derived from the ground design and direction/movement of people. Every built element within the site provides versatility for the pedestrian and includes numerous and plentiful seating opportunities. The north faรงade features a large self-projecting LED screen in which people are invited for nightly movie screenings of up and coming Pixar and Industrial Light & Magic films and projects. Adjacent to the open space, several Trees have been planted along 7th street to provide a visual barrier to the parking garage across the street. In addition to the planted trees, is the proposal for a city-wide bicycle share program in which people can take and return public bicycles in set stations around the city in which one of these stations are located on site. This will not only reduce automobile traffic but will increase the incoming flow of people, as the bicycle station will be a viable stop for the citizens of Pittsburgh and tourists alike.

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Site Views

C 104

11'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Basement 1" = 20'-0"

Scale: 1/20” = 1’-0” 10

Basement Plan

PRODUCED BY AN AUTODESK STUDENT PRODUCT

20'

A 100

Level 1

Public / Living Machine Efficiency: 66.64%

Scale: 1/20” = 1’-0” 10

The ground level consists of a three-story atrium that allows for a seamless transition from exterior to interior and features the secondary and tertiary stages of the living machine. The ground floor also contains indoor bicycle storage as well as showers and locker space. Pedestrians are led up to the second level via escalator in which a cafe can be seen that provides interior and exterior seating that overlooks the public plaza. The Second Floor is the first floor in which users can experience the buildings X-factor. The collaboration of three technological and visual pioneering corporations creates a virtual walk through exhibition by using projection and hologram forms to render a real virtual environment. The exhibition space places the users in the center of the movie or animation in which each room is sequenced as a scene from a movie. In addition to the walk through movie spaces there is a sit down theater with interactive hologram figures.

Ground Floor Plan

A 101

Level 2

X-Factor Efficiency: 70.54%

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Exterior Cafe Seating

Cafe

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Food Prep

X-Factor Exhibition Space

X-Factor Theater

PRODUCED BY AN AUTODESK STUDENT PRODU

CIRCULATION THROUGH EXHIBITION SPACE

PRODUCED BY AN AUTODESK STUDENT PRODUCT

3D View 335

Second Floor Plan [X-Factor] 3 2

3D Vi

3D View 337

A 102 DUCED BY AN AUTODESK STUDENT PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/20” = 1’-0”

3D View 336

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Level 3

X-Factor Efficiency: 67.53%

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

OTB

PRODUCED BY AN AUTODESK STUDENT PRODUCT

3D View 336

X-Factor Exhibition Space

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Box Office

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Concessions

X-Factor Theater

CIRCULATION THROUGH EXHIBITION SPACE

3D View 335

Scale: 1/20” = 1’-0” 10

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Third Floor Plan [X-Factor] 3 2

3D View 337

3D View 338

A 103

Level 4

Spec Offices Efficiency: 81.29%

Spec Office

X-Factor Theater

Scale: 1/20” = 1’-0” 10

Fourth Floor Plan [Spec]

A 104

Level 5

Spec Offices Efficiency: 92.76%

24682

Spec Zone 2

4K Spec Spec Zone 3

Spec Zone 4

Scale: 1/20” = 1’-0” 10

Fifth Floor Plan [Spec]

A 105

Level 6

Prime - Industrial Light & Magic Efficiency: 92.80%

3M Level 11

3M Level 10

Prime

Pixar / 3M Collaboration Level 9

Pixar Level 8 Industrial Light & Magic / Pixar Collaboration Level 7

Scale: 1/20” = 1’-0” 10

Industrial Light & Magic Level 6

Sixth Floor Plan [Prime]

A 106

Level 7

Prime Collaboration Industrial Light & Magic / Pixar Efficiency: 92.80%

Prime Collaboration

Prime

3M Level 11

3M Level 10 Pixar / 3M Collaboration

Scale: 1/20” = 1’-0”

Level 9

80 Pixar Level 8

Dedicated spaces on the 7th and 9th floors are given to the development and collaboration for each of the three corporations of the building. These spaces are two stories high and are accentuated from the exterior by large sheets of glass. This also provides for a luxurious and vibrant workspace to inspire work. In addition to working spaces these zones also contain sofas and tables for relaxation and social functions.

Industrial Light & Magic / Pixar Collaboration Level 7 Industrial Light & Magic Level 6

3D View 336

3D View 335

PRODUCED BY AN AUTODESK STUDENT

BY AN AUTODESK STUDENT PRODUCT

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Seventh Floor Plan [Prime]

A 107

Level 8

Prime - Pixar Efficiency: 91.18%

Prime

OTB

3M Level 11

3M Level 10

Prime Pixar / 3M Collaboration

Scale: 1/20” = 1’-0” 10

80 Pixar Level 8 Industrial Light & Magic / Pixar Collaboration Level 7 Industrial Light & Magic Level 6

PRODUCED BY AN AUTODES

Eighth Floor Plan [Prime]

NT PRODUCT

OTB

Level 9

3D View 336

A 108

Level 9

Prime Collaboration Pixar / 3M Efficiency: 92.76%

Prime

Prime Collaboration 3M Level 11

3M Level 10 Pixar / 3M Collaboration

Scale: 1/20” = 1’-0” 10

Level 9

80 Pixar Level 8 Industrial Light & Magic / Pixar Collaboration Level 7 Industrial Light & Magic Level 6

Ninth Floor Plan [Prime]

A 109

Level 10

Prime - 3M Efficiency: 91.03%

Prime

OTB

3M Level 11

3M Level 10 Pixar / 3M Collaboration

Scale: 1/20” = 1’-0” 10

Level 9

80 Pixar Level 8 Industrial Light & Magic / Pixar Collaboration Level 7 Industrial Light & Magic Level 6

Tenth Floor Plan [Prime]

A 110

Level 11

Prime - 3M Efficiency: 92.12%

Prime 3M Level 11

3M Level 10 Pixar / 3M Collaboration

Scale: 1/20” = 1’-0”

Level 9

80 Pixar Level 8 Industrial Light & Magic / Pixar Collaboration Level 7 Industrial Light & Magic Level 6

Eleventh Floor Plan [Prime]

A 111

Roof

Energy Generation Employee Garden

Prime Sky Lounge / Garden

Scale: 1/20” = 1’-0” 10

Roof Plan

A 112

Ground Public/Living Machine

Level 5 Spec

Level 2 X-Factor

Level 6 Prime - Industrial Light & Magic

Level 3 X-Factor

Level 7 Prime Collaboration Industrial Light & Magic/Pixar

Level 4 Spec

Level 8 Prime - Pixar

Floor Progression

Level 9 Prime Collaboration Pixar/3M

Level 10 Prime - 3M

Level 11 Prime - 3M

Roof

A 113

3' 9' 3'

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/8” = 1’ 1

PRODUCED BY AN AUTODESK EDUCATIONAL PR

D BY AN AUTODESK EDUCATIONAL PRODUCT

10'

14'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

16'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

20'

38'

Service Detail

A 114

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Roof 169' - 0"

Level 11 150' - 6"

50'

14'

11'

15'

20'

19'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Level 9 121' - 6"

Level 8 107' - 0"

Level 7 92' - 6"

Level 6 78' - 0"

Level 5 63' - 6"

Level 4 49' - 0"

Level 3 34' - 6"

Level 2 20' - 0"

Level 7 1/16" = 1'-0"

Key Plan

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Level 10 136' - 0"

area of refuge

50'

14'

11'

15'

20'

AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/8” = 1’ Stairs 1/16" = 1'-0" 1

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/8” = 1’ 1

Level 7

PRODUCED BY AN AUTODESK EDUCATION

Basement -15' - 0"

PRODUCED BY AN AUTODESK EDUCATION

Level 1 0' - 0" PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

AN AUTODESK EDUCATIONAL PRODUCT

19'

Core & Stairs Detail

A 115

Scale: 1/20” = 1’-0” 10

North Elevation

A 201

PRODUCED BY AN AUTODESK STUDENT PRODUCT

3D View 339

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Scale: 1/20” = 1’-0” 10

South Elevation 40

South Elevation

A 202

PRODUCED BY AN AUTODESK STUDENT PRODUCT

3D View 340

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Scale: 1/20” = 1’-0” 10

East Elevation

East Elevation 40

A 203

West Elevation Scale: 1/20” = 1’-0” 10

West Elevation

A 204

Building Section AA

Scale: 1/20” = 1’-0” 10

A 301

Building Section BB

Scale: 1/20” = 1’-0” 10

A 302

Building Section CC

Scale: 1/20” = 1’-0” 10

A 303

(representation in scale of 1:1)

Standard Mounting System

Top mounting

Intermediate mounting

Bottom mounting

Attachement of LED-Profiles to the Mesh

Advantages Easy to maintain Easy to retrofit Material Housing profiles and clips: stainless steel AISI 316 Moulding: double-layer silicone, weather and UV resistant

Top mounting with attached LED-profiles

http://pdf.archiexpo.com/pdf/haver-boecker-2594.html

1,5 Fe, Printed in Germany R. All rights on any kind of reproduction, in whole or part, reserved.

By attaching the LED-profiles to the reverse side of the wire mesh the homogenous look of the façade is maintained at all times, even when the LEDs are not in use.

Wall System Overview

HAVER & BOECKER · Ennigerloher Straße 64 · 59302 OELDE, Germany Phone: +49 (0) 2522-684 Fax: +49 (0) 2522 30-767 A 304 E-Mail: architektur@haverboecker.com Internet: www.imagicweave.com

HAVER & BOECKER · Ennigerloher Straße 64 · 59302 OELDE, Germany

Traxon Technologies Ltd., an OSRAM Company, Hong Kong Internet: www.traxontechnologies.com

LED ALUMINUM MESH CONNECTION

1 2 14

TYPICAL POLY CARBONATE CONNECTION

A DETAILED SECTION OF TWO FACADE CONDITIONS ON THE SOUTH ELEVATION. THE UPPER LEVEL DISPLAYS THE ALUMINUM MESH WITH LED LIGHTING AND THE CONNECTION TO THE GLAZED FACADE. FACE IS DESIGNED AT AN ANGLE FOR OPTIMUM VISUAL GRAPHICS FROM GROUND LEVEL. A 3’-0” CLEAR SPACE IS ALLOWED BETWEEN THE LED MESH AND GLAZED FACADE FOR MAINTENANCE (ACCESSIBLE ON EACH FLOOR WITH THIS MATERIAL CONDITION). OTHER DETAILS SHOW CONNECTIONS BETWEEN THE HIGHLY INSULATED, SEMI TRANSPARENT POLY CARBONATE MATERIAL. THESE CONNECTIONS ARE TYPICAL PER SIMILAR FACADE CONDITIONS.

18 19

5 3’ -0” CLEAR

6 1 LED LIGHTING STRIP 7

8 15

2 LED WIRING 3 ALUMINUM FRAMING MESH CONNECTION 4 ALUMINUM WIRING 5 3M PHOTO VOLTAIC FILM

6 TYPICAL POLY CARBONATE CONNECTION 17

7 MULTI-LAYER POLY CARBONATE 8 3/8” AEROGEL INSULATION 9 SHEATHING

TYPICAL FLOOR CONNECTION

10 3M PHOTO VOLTAIC FILM ON POLY CARBONATE 11 1/4” AEROGEL INSULATION 10 7 11

12 FLOOR CONNECTION 13 JOIST 14 TRIPLE-PANE INSULATED GLASS 15 AIR HANDLING UNIT

12 13

16 ACOUSTIC CEILING DESIGN 17 LIGHTING

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/2” = 1’-0” 1

PRODUCED BY AN AUTODESK EDUCATIONAL

Y AN AUTODESK EDUCATIONAL PRODUCT

18 STEEL REINFORCED STRUCTURE 19 RECYCLED RUBBER FLOORING

Section of Wall System A

A 305

A SECTION TAKEN FROM THE GREENHOUSE DISPLAYS RAIN HARVESTING AND CONNECTING SITE ELEMENTS. THE GREENHOUSE HAS TRIPLE PANE GLAZING WITH HIGHLY INSULATED MULLION CONNECTIONS. THE INTERIOR IS ACCESSIBLE TO THE PUBLIC AND VISITORS ARE ENCOURAGED TO WALK THROUGH THE SEASONAL GARDEN. CONCRETE PLANTERS ON THE SITE FUNCTION AS RAINWATER COLLECTION AND SEATING. THE WATER COLLECTED WILL BE SENT TO A CISTERN, WHERE THE WATER WILL BE FILTERED AND USED AS GREY WATER FOR THE BUILDING. THE CONCRETE MASSES SHOW VERSATILITY BY ENCOURAGEMENT OF SEATING AND GATHERING SPACES.

1 TRIPLE PANE GLAZING 2 GLAZING MULLION CONNECTION 3 RAINWATER COLLECTION TO CISTERN 4 MULTIPURPOSE CONCRETE PLANTER 5 REINFORCING MESH

6 STONE PAVING

3 4

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/2” = 1’-0” 1

PRODUCED BY AN AUTODESK EDUCATIONAL PR

D BY AN AUTODESK EDUCATIONAL PRODUCT

Section of Wall System B

RAINWATER TO CISTERN 6

A 306

A SECTION THROUGH THE ROOF DISPLAYS THE TERRACE SYSTEM AND FUNCTION. THE ROOFTOP WILL BE ACCESSIBLE TO THOSE EMPLOYED IN THE BUILDING AND INCLUDE THE ROOFTOP GARDEN. THE GARDEN WILL FUNCTION FOR RAINWATER HARVESTING AND SELF SUSTAIN ABILITY.

A SECTION TAKEN THROUGH THE EAST FACADE SHOWS THE CURTAIN WALL GLAZING AND THE PLANTER CONDITIONS. THE GLAZING IS OF HIGHLY INSULATED TRIPLE PANE GLASS WITH OPERABLE WINDOWS FOR NATURAL VENTILATION. RAIN HARVESTING IS UTILIZED WITH THE PLANTERS. THESE PLANTERS ARE CONSTRUCTED WITH LIGHTWEIGHT CONCRETE AND STEEL REINFORCEMENT. THE INTERIOR OF THE PLANTER HOLDS A STYROFOAM PLANTING MATERIAL THAT IS ENVIRONMENTALLY FRIENDLY. THE TREES WILL BE CONTAINED IN A WRAPPED BULB, THEREFORE IT CAN BE EASILY REMOVED.

9 10 1 FLASHING AND ROOFTOP FLOORING 2 SHEATHING 11

3 TRIPLE-PANE GLASS 4 GLASS CONNECTION 5 OPERABLE WINDOWS 6 FLOORING CONNECTION WITH GLASS

1 1

7 AIR HANDLING UNIT 8 VEGETATION FOR RAINWATER COLLECTION AND FILTRATION 13

9 CONCRETE PLANTER 10 STYROFOAM PLANTING MATERIAL 11 REINFORCING CONCRETE STRUCTURE

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/2” = 1’-0” 1

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUC

DUCED BY AN AUTODESK EDUCATIONAL PRODUCT

12 LIGHTING 14

13 STRUCTURAL COLUMN 14 CONCRETE SLAB

Section of Wall System C

A 307

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

150

’

Standpipe Location and Radius

Fire Protection FIRE COMMAND CENTER LAYOUT LOCATED ON THE GROUND LEVEL NOT TO SCALE

FP 100

EMERGENCY STAIRS FIRE EXITS ROOM EXITS EXIT PATH DIAGONAL TAKEN FROM FURTHEST EDGES OF THE BUILDING SPANS 257’-0” MAXIMUM TRAVEL DISTANCE FOR EMERGENCIES SHALL NOT EXCEED ONE THIRD OF SPAN. THIS DISTANCE IS 85’-6”. ALL EXITS FROM OCCUPIED ROOMS MEET THESE TRAVEL DISTANCE QUALIFICATIONS

AREA OF REFUGE

Life Safety

LS 100

1. Entry/Reception 2. Open Office 3. Office 4. Copy/Print 5. Kitchen 6. Main Conference 7. Team Conference 8. Vice President 9. President 10. Excecutive Secretary 11. Private Rest Room 12. Terrace

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

This typical 4K layout is taken from the 5th floor and located on the North side of the building. The 4K Spec Space is broken up into an office plan that includes; open office with 10 workstations, 3 typical office spaces, one main conference with projector, 2 team conference rooms, a kitchenette, copy/print room, private rest room, vice presi dent and presidential office. The office walls are made of glass material to allow natural lighting into each space. Spaces with heavier occupancy have ceilings that are designed for acoustic performance. Blinds are available for custom lighting needs. A private terrace that overlooks the river is accessible to the employees. The executive secretaries have their own private copy room with coat closet. The plan is optimized for fluent circulation between the executive and open office spaces.

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Scale: 1/8” = 1’

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Floor Plan

Key Plan Not to Scale

4K A 100

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Reflective Ceiling Plan Scale: 1/8” = 1’-0”

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

Y AN AUTODESK EDUCATIONAL PRODUCT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Reflective Ceiling Plan Detail of Ceiling Panels Scale: 1/8” = 1’-0”

PRODUCED BY AN AUTODESK EDUCATIONAL

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Reflected Ceiling Plan

4K A 101

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Section 2 Scale 3/16” =1’-0”

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Section 3 Scale 3/16” =1’-0”

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Section 1 Scale: 1/8” =1’-0”

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

4K Sections

Key Plan

Axon of 4K Section Not to Scale

4K A 102

Open Office

4K 3D Views

Presidentâ&#x20AC;&#x2122;s Office

Entry/ Waiting/ Reception

4K A 103

4K Fire Protection

4K FP 100

Lighting Fixture Loads Area 1

Fixture

Quantity

Total Watts

Amps

A B C

4 1 2

27 28 12

108 28 24

0.90 0.23 0.20

A B C

4 1 2

27 28 12

108 28 24

0.90 0.23 0.20

A C

2 6

27 12

54 72

0.45 0.60

B C

1 3

28 12

28 36

0.23 0.30

B C

1 2

28 12

28 24

0.23 0.20

0.20

B C

1 3

28 12

28 36

0.23 0.30

B C

1 4

28 12

28 48

0.23 0.40

B C

1 4

28 12

28 48

0.23 0.40

A C D

4 2 4

27 12 14.3

108 24 57.2

0.90 0.20 0.48

A C D E F

8 7 2 3 5

27 12 14.3 3.8 7.2

216 84 28.6 11.4 36

1.80 0.70 0.24 0.10 0.30

B C

1 3

28 12

28 36

0.23 0.30

B C

1 4

28 12

28 48

0.23 0.40

B C

1 3

28 12

28 36

0.23 0.30

A C D F

16 18 4 1

27 12 14.3 7.2

432 216 57.2 7.2

3.60 1.80 0.48 0.06

President

Vice President

Conference

Kitchenette

Secretary

Bath Assoc 3

Copy

Team 2

Entry

Corridor

Assoc 2

Team 1

Assoc 1

Area 2 Open Office

Rooms Open Office Assoc Office 1 Assoc Office 2 Team 1 Kitchenette Reception Team 2 Copy Assoc Office 3 Restroom Security / Lobby Pres Office Vice Pres Office Conference Hall Totals

Receptacles Communications Lighting FixturesComputers 20 3 3 2 3 3 2 2 3 1 4 3 3 3 0 55

10 2 2 2 0 2 2 1 3 0 2 2 2 2 0 32

16 1 1 1 1 4 1 1 1 0 3 5 5 2 0 42

10 1 1 0 0 2 0 0 1 0 2 1 1 1 0 20

4K Lighting Loads/ Panel Schedule

4K E 100

4K Lighting Fixture Schedule No. of Lamps and Type

Watts

Volts

Manufacturer

LED

120 Metalux

Direct/Indirect

120 Metalux

Recessed

120 Cree

Walls

14.3

120 Portfolio

Exits

3.8

120 Sure-Lite

Everywhere

7.2

120 Sure-Lite

The accord™ LED redefines ambient lighting by improving on aesthetics, comfort and energy savings. The accord™ LED provides the right amount of light while eliminating surface shadows commonly found in Parabolics. Therefore, accord™ LED increases the comfort level while providing significant energy savings. The accord™ is the ideal solution for offices, schools, hospitals, retail and other applications.

The Ovation Series is a complete family of recessed direct/indirect luminaires featuring pleasant modern architectural styling, computer designed optics and the latest energy efficient lamp and ballast technology. The luminaire combines a matte white indirect reflector and a perforated direct lamp shield to provide optimum brightness control. All components are located above the ceiling plane for a clean architectural appearance in the finished space. Carefully balanced design elements combine to provide an efficient and exciting alternative to tradi- tional general lighting. Ovation is an excellent choice for a wide variety of commercial applications.

Installs easily in most standard six inch recessed housings, including IC and non-IC units. The LR6 generates light with built-in LED bulbs that offer natural light with high energy savings. The modules are dimmable with an estimated life around 50,000 hours, 5 times that of most compact fluorescent lamps. They consume only 12 watts of power but produce the equivalent of a 65 watt incandescent or 18 watt compact fluorescent. With an average usage at 5 hours a day, you could get over 25 years of life out of a single light module depending on how it is used.

The Sure-Lites ES Series of surface-mounted Exits are designed for architectural excellence and minimal presence. The brushed aluminum housing presents a clean architectural appearance that compliments virtually any interior space. The crystal clear, wedge-shaped panel allows architectural details to shine through while providing excellent light distribution and exit visibility. Long-life, energy-efficient LED lamps reduce energy costs and eliminate routine lamp maintenance.

4 inch LED recessed wide beam wall wash specially designed for LED technology. Two-stage reflector system combined with a Gradient Kicker, produces high levels of uniform vertical illumination on the wall with minimal source brightness. Color temperatures of 2700K, 3000K, 3500K, 4000K. Suitable for commercial construction and exceeds high efficacy requirements (with designated trims) for IECC2009.

Versatile “mini-system” features electronic reliability, quality metal construction, optimum illumination, and an attractive, compact appearance. The Sure-Lites AA Series is the unit of choice for installations where the size and cost of emergency lighting must be kept to a minimum without sacrificing dependability or light output.v

Lighting Fixture Schedule

4K E 101

4K Lighting Plan

4K E 102

4K Power Plan

4K E 103

OVERALL BUILDING HEATING AND COOLING LOAD CALCULATIONS BUILDING OCCUPANTS Theater Exhibition 1 Exhibition 2 Lobby (Main) Restaurant Office Misc

150 100 100 300 100 1400 100

Total

2250

VENTILATION TOTAL CFM

(5 cfm/person * Num of people) + (0.06 cfm/sqft * sqft of building) = 22802.28

VENTILATION REQUIREMENTS VENTILATION SENSIBLE

FACADE AREAS

VENTILATION LATENT

Face

Material

U-Value

Area

NORTH

Concrete Triple Pane Glass Polycarbonate with Aerogel U-Value Total

0.015 0.015 0.022 0.052

1134.15 19744.42 14502.91 35381.48

EAST

Concrete Triple Pane Glass Polycarbonate with Aerogel U-Value Total

0.015 0.015 0.022 0.052

3781.39 12282.40 2865.48 18929.27

Concrete Triple Pane Glass Polycarbonate with Aerogel U-Value Total

0.015 0.015 0.022 0.052

8439.77 13110.36 12357.45 33907.58

Concrete Triple Pane Glass Polycarbonate with Aerogel U-Value Total

0.015 0.015 0.022 0.052

6854.16 3577.37 5364.65 15796.18

SOUTH

WEST

U-Value

0.025

Area x

CLTD =

17576.46

Floor on Grade U-Value

0.01

Doors

U-Value

N S E W

0.5 0.5 0.5 0.5

Walls

U-Value

N S E W

0.052 0.052 0.052 0.052

Glass (Cond.)

U-Value

20652.34

Area x

CLTD =

Heat Gain (Btu/h)

26588

3190.56

Area x

CLTD =

Heat Gain (Btu/h)

20 50 20 20

13 16 23 23

130.00 400.00 230.00 230.00

Area x

CLTD =

Heat Gain (Btu/h)

35381.48 33907.58 18929.27 15796.18

Heat Gain (Btu/h)

Area x

0.11

48714.55

Glass (Radiation) Envelope Heat Gain

Area x

N S E W

19744.42 13110.36 12282.40 3577.37

0.2 0.2 0.2 0.2

13 16 23 23

CLTD = 14

SCL =

23917.88 28211.11 22639.41 18892.23

Heat Gain (Btu/h) 75020.41

Heat Gain (Btu/h)

32 46 41 166

126364.288 120615.312 100715.68 118768.684

Total

466463.964

4840 x 4840

CFM 22802.28

ΔT = 34

Heat Gain (Btu/h)

ΔW = 0.0043

Heat Gain (Btu/h)

852805.272

474561.0514

INFILTRATION

Summer use 0.25 AC/hr = 12580.61 (AC/hr * Volume)/ 60 = CFM

Winter use 0.5 AC/hR = 25161.22

Infiltration Requirements Summer

Infiltration Sensible

1.1 1.1

CFM 12580.61

ΔT = 34

Heat Gain (Btu/h) 470514.7517

Infiltration Latent

4840 x 4840

CFM 12580.61

ΔW = 0.0043

Heat Gain (Btu/h) 261827.62

Infiltration Sensible

1.1 1.1

CFM 25161.22

ΔT = 68

Heat Gain (Btu/h) 1882059.007

Infiltration Latent

4840 x 4840

CFM 25161.22

ΔW = 0.0043

Heat Gain (Btu/h) 523655.2413

People Sensible

N x 2250

Sensible Heat Gain = 245

Heat Gain (Btu/h) 551250

People Latent

N x 2250

Latent Heat Gain 155

Heat Gain (Btu/h) 348750

Winter

Occupant Loads

BUILDING ENVELOPE Roof

1.1 1.1

Total

900000

Equipment Loads Equipment Sensible

Watts x 133

3.412 x 3.412

Quantity 2250

Heat Gain (Btu/h) 1021041

Equipment Latent

Btu/h x N/A

3.412 x N/A

Quantity N/A

Heat Gain (Btu/h) 0

Lights

W/sqft x 1

3.412 x 3.412

sqft 192538.00

Heat Gain (Btu/h) 656939.656

Computers

Total Building Loads Summer

Total

Total Building Loads Winter

Total

Envelope Ventilation Infiltration Internal-People Internal-Equipment Total

659,978 1,327,366 732,342 900,000 1,677,981

12% 25% 14% 17% 32%

Envelope Ventilation Infiltration Internal-People Internal-Equipment Total

659,978 852,805 1,882,059 0 0

19% 25% 55% 0% 0%

3,394,842

Total Bldg Latent Load (Btu/h) Total Bldg Sensible Load (Btu/h) Total Bldg Load (Btu/h) Tons (BTU/h/12000)

0 4,964,095 4,964,095 414

Building Densities Btu/hr/sqft sqft/Ton

26 465

Total Bldg Latent Load (Btu/h) Total Bldg Sensible Load (Btu/h) Total Bldg Load (Btu/h) Tons (BTU/h/12000) Building Densities Btu/hr/sqft sqft/Ton

5,297,667 1,551,603 4,212,529 5,764,131

480 30

401

Mechanical, General

M 100

Mechanical Narrative An open loop geothermal system will be used as the water source for the geothermal/VRF system. The water will be pumped to the water source heat pumps which will be located in the basement and also the roof. Each floor will have about 5 water source heat pumps to accomodate the zones. Ductless Air Handling units will be used to provide simultaneous heating and cooling to the spaces. There will be a total of 384 air handling units with roughly 35 units on each floor. Each air handling unit is connected to the branch controller, which can withstand 432,000 Btu/Hr per unit. The building needs a total of 13 branch controllers to accomodate for the building’s total cooling load of 5,764,131 Btu/Hr. Ventilation from the VRF system will have duct sized for each zoned space. These ducts lead to the main duct for the Dedicated Outdoor Air System (@ 50” diameter). The mechanical shaft runs along side of a central stairwell with fire rated shear walls.

Geothermal Pipe Sizing Determine the pressure requirement of the farthest fixture Heat Pump on Roof

50.8psi

Calculate the Developed Length, Equivalent Length, Total Equivalent Length, Length in Feet Developed Length Equivalent Length

270 135

Total Equivalent Length

405

Determine the pressure losses due to friction

TEL x 5/100’ (psi)

Determine the pressure losses due to elevation

Height x .433 (psi)

Determine the total pressure loss

Friction + Elevation

Determine the size of the pump

[80 lbs - Pressure Loss]-8psi

20.25

66.0

86.3

-14.28

Pipe Size Fig. 21.64 MEEB 3” diameter @28 feet/sec for Geothermal Pipe for 1441 gpm needed Mechanical Riser Diagram

M 101

Main Mechanical Room

11' 11'

3' 3'

5' 5'

Spacing of the aquifir return and supply pipes are located 50’ apart.

6' 6'

5' 5'

7' 7'

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

20' 20'

7' 7'

8' 8'

Basement 1 Basement 1" = 20'-0" 1 Scale: 1/20” = 1’-0” 1" = 20'-0" 10

PRODUCED BY AN AUTODESK EDUCATIONAL PRODU

Main Mech. Room

M 102

EQUIPMENET SCHEDULE

Type

Make

Model #

Geothermal Pump

Flowserve- Pleuger

71569293

No. of Fixtures 2

Description Pumps use heavy-duty and high-efficiency impellers Flows to 19 800 gpm

Water Source Heat Pump (WSHP)

Mitsubishi

PQRY-P240YSHMU-A

Cooling capacity: 240,000 Btu/Hr Heating capacity: 270,000 Btu/Hr Water Flow Rate: 25 gpm

Branch Controller (BC)

Mitsubishi

CMB-P108NU-G

8 branches per controller @ 54,000 Btu/Hr (432,000 Btu/Hr per Branch Controller)

Air Handling Unit (AHU)

Mitsubishi

PMFY-P15NBMU-E

385

15000 Btu/Hr Cooling capacity 17000 Btu/Hr Heating capacity

Dedicated Outdoor Air System (DOAS)

Aztec

ASC-50

25,000 cfm Max 1,400,000 Btu/Hr Duct Sized at 50” diameter

Mechanical Equipment Schedule

M 103

Plumbing Calculations

Heated Water Supply System Design

BASIC INFORMATION Project Type LEED Days per year building is occupied Number of Male Occupants Number of Female Ocupants Water Cost in Dollars ($) Unit of Measure

TOILETS

Determine Number of Fixtures

6 Showers, 4 Lavatory faucets

260 1125 1125 $7.00 Gallons

Determine the WSFU of all fixtures

1.00 1.00 3.00 4500.00 1170000.00

LEED BASELINE

Determine the water flow rate

1.60 1.00 3.00 7200.00 1872000.00

URINALS

702000.00 37.50%

Dollars Saved per Year

ECOVANTAGE BUILDING

Gallons per flush Flushes per man per day Water Use (Gallons/Day) Water Use (Gallons/Year) Waterless Cost per Year

0.00 2.00 0.00 0.00

SHOWERS

585000.00 100.00%

11th Lavatory-public-faucet

ECOVANTAGE BUILDING

Gallons per minute Seconds per use Percentage of staff using showers Water Use (Gallons/Day) Water Use (Gallons/Year)

1.00 2.00 2250.00 585000.00 $3,342.86

1.50 5.30 2.50% 299.62 77900.06

101 44 x 49

8psi

Calculate the Developed Length, Equivalent Length, Total Equivalent Length, Length in Feet

LEED BASELINE

Dollars Saved per Year

Total/fixture

80 18 3

Determine the pressure requirement of the farthest fixture

$4,914.00

ANNUAL WATER SAVINGS VS. LEED BASELINE EXPENSES Gallons Saved per Year (%) Below Baseline

100 101 120

WSFU

2 3 3

ANNUAL WATER SAVINGS VS. LEED BASELINE EXPENSES Gallons Saved per Year (%) Below Baseline

40 6 1

Total WSFU

ECOVANTAGE BUILDING

Gallons per flush Flushes per man per day Flushes per woman per day Water Use (Gallons/Day) Water Use (Gallons/Year)

Number of Fixtures

Lavatory-public-faucet Shower Others-1 service sink-faucet

$752.14

LEED BASELINE

Developed Length Equivalent Length

257.5 128.75

Total Equivalent Length

386.25

Determine the pressure losses due to friction

TEL x 5/100’ (psi)

Determine the pressure losses due to elevation

Height x .433 (psi)

Determine the total pressure loss

Friction + Elevation

Determine the size of the pump

2.20 15.00 2.50% 499.36 129833.44

66.0

85.3

[80 lbs - Pressure Loss]-8psi

Determine pressure drop/100ft

-13.35 106.35

Pipe Size from Fig. 21.64 MEEB

1” diameter pipe @ 15 feet/sec for supply

ANNUAL WATER SAVINGS VS. LEED BASELINE EXPENSES Gallons Saved per Year (%) Below Baseline

51933.38 40.00%

BATHROOM SINK FAUCETS

Gallons per minute Seconds per use Uses per Day per Person Water Use (Gallons/Day) Water Use (Gallons/Year)

Dollars Saved per Year

$363.53

ECOVANTAGE BUILDING

0.50 15.00 2.00 562.50 146250.00

LEED BASELINE

2.20 15.00 2.00 2475.00 643500.00

ANNUAL WATER SAVINGS VS. LEED BASELINE EXPENSES Gallons Saved per Year (%) Below Baseline

497250.00 77.27%

Dollars Saved per Year

$3,480.75

TOTALS TOTAL WATER SAVINGS VS. LEED BASELINE EXPENSES Gallons Saved per Year

1836183.38

Dollars Saved per Year

$9,510.43

Plumbing, General

PL 100

Water Waste System Determine the Drainage Fixture Units for every fixture FIXTURE WC Urinal - waterless Lavatory Drinking Fountain Service Sink Showers

Level 1

FIXTURE

DFU 4 0 1 0.5 2 2

Min. Trap Size 2.5” 1.5” 1.25” 1.25” 1.5” 1.5”

# OF FIXTURES x DFU TOTAL DFU

Urinal - waterless Lavatory Drinking Fountain Service Sink Showers

0 4 5 2 12

TOTAL DFU

Level 2-11 FIXTURE

Design the Stack and Vent Pipes A 4” diameter stack will be used a 4” diameter vent with three branch intervals or less

# OF FIXTURES x DFU TOTAL DFU

180

Urinal - waterless Lavatory Drinking Fountain

4 20 20

TOTAL DFU

224.00

“A 4”” diameter stack will be used a 4”” diameter vent with three branch intervals or less” `

Design the Stack and Vent Pipes Table 22.3&4 Maximum number of dfu connected to any portion of the building drain or building sewer, including branches of the building drain fall, in. per ft.4” diameter pipe with 1/2” slope (4.2%) with maximum dfu at 250 dfus

STAGES OF THE LIVING MACHINE WASTEWATER FILTRATION PROCESS Plumbing (Drainage) LIVING MACHINE LAYOUT THROUGH BUILDING

PL 101

HOT AND COLD WATER SUPPLY RISER DIAGRAM

Water Supply System Design Determine Number of Fixtures

3 male fixtures (2WC, 1 urinal) & 3 female fixtures (3 WC) 2 Lavatory faucets

Determine the WSFU of all fixtures

WC-public-flush tank Urinals-public-waterless Shower-Public Lavatory-public-faucet Drinking Fountain-3/8in (9.5mm) valve Others-1 service sink-faucet

Number of Fixtures

WSFU

50 10 6 40 10 1

5 0 4 2 0.25 3

Total/fixture 250 0 24 80 2.5 3

Total WSFU 359.5

Determine the water flow rate

300 359.5 400

85 x 105 96.9 gpm

Determine the pressure requirement of the farthest fixture 11th Floor Drinking Fountain

8psi

Calculate the Developed Length, Equivalent Length, Total Equivalent Length Developed Length Equivalent Length

267.5 133.75

Total Equivalent Length

401.25

Determine the pressure losses due to friction

TEL x 5/100â&#x20AC;&#x2122; (psi)

Determine the pressure losses due to elevation

Height x .433 (psi)

Determine the total pressure loss

Friction + Elevation

Determine the size of the pump

[80 lbs - Pressure Loss]-8psi

Determine pressure drop/100ft

Length in Feet

66.0

86.1

-14.10

107.10

Pipe Size from Fig. 21.64 MEEB

1.5â&#x20AC;? diameter pipe @ 15 feet/sec for supply

Plumbing (Collection)

PL 102

PLUMBING EQUIPMENT SCHEDULE

Type

Make

Model #

Water Usage

No. of Fixtures

Description

Toilet

Kohler

K-3597

1.0 gallons/flush

Meets ADA and EPA Requirements

Urinal

Kohler

K-4918

0.0 gallons/flush

Waterless Urnial that meets ADA require ments

Showerhead

Niagra

N2915CH

1.5 gpm

Multiple spray settings, non-aerated spray that ensures less temperature loss, and Wa ter Sense Certified

Faucet

USA Landlord

10 2200 5

0.5 gpm

Non-aerated spray faucet attachment prov ides for minimal water usage

Drinking Fountain

Oasis

P8SBFSL

0.13 gpm

ADA complient, low water usage with water bottle attachment

Hot Water Heater

Rheem

EVS2500

2,500 gallon storage

2,500 gallon water capacity, 160 psi working pressure

Plumbing Fixture Schedule

PL 103

Total Electric Load Lighting Floor Floor Basement Basement

Level 1 1 Level Public/Retail Public/Retail

2 Level 2 Level X-Factor X-Factor

Level 3 3 Level X-Factor X-Factor

Level 4 4 Level Spec Spec

Level 5 5 Level Spec Spec

Level 6 6 Level

Level 7

Level 8

Level 9

Level 10

Level 11

Roof

Program Program

Electrical Code:

Square Ft Ft Square

Watts/ft Watts/ft

Total Wattage Wattage Total

931 931 1084 1084 397 397

1.4 1.4 0.7 0.7 0.6 0.6

1303.4 1303.4 758.8 758.8 238.2 238.2

W W W W W W

Service 2098 Service 2098 Storage/Garbage 435 Storage/Garbage 435 Corridor 2323 Corridor 2323 Lobby 4408 Lobby 4408 Retail 10469 Retail 10469 Bicycle Storage Storage 365 Bicycle 365 Locker/Shower Rooms Rooms 570 Locker/Shower 570 Stair 491 Stair 491 Security/Fire Command/Mail/ Command/Mail/ Service Service Ofﬁce Ofﬁce 507 Security/Fire 507

1.2 1.2 0.6 0.6 0.7 0.7 1.75 1.75 1.5 1.5 0.6 0.6 0.6 0.6 0.6 0.6 1.2 1.2

2517.6 2517.6 261 261 1626.1 1626.1 7714 7714 15703.5 15703.5 219 219 342 342 294.6 294.6 608.4 608.4

W W W W W W W W W W W W W W W W W W

Electrical Rooms Rooms Electrical Corridor Corridor Stair Stair

X-Factor -- Exhibition Exhibition X-Factor X-Factor -- Theater Theater X-Factor Café Café Food Prep. Prep. Food Corridor Corridor Stair Stair Restroom Restroom Telecom/Electric Room Room Telecom/Electric

5570 5570 2947 2947 1642 1642 916 916 1676 1676 456 456 267 267 87 87

1.5 1.5 1.2 1.2 1.4 1.4 2.2 2.2 0.7 0.7 0.6 0.6 1 1 1.3 1.3

8355 8355 3536.4 3536.4 2298.8 2298.8 2015.2 2015.2 1173.2 1173.2 273.6 273.6 267 267 113.1 113.1

W W W W W W W W W W W W W W W W

X-Factor -- Exhibition Exhibition X-Factor Café Café Box Ofﬁce/Concessions Ofﬁce/Concessions Box Corridor Corridor Stair Stair Restroom Restroom Telecom/Electric Room Room Telecom/Electric

5664 5664 1737 1737 560 560 2027 2027 456 456 267 267 87 87

1.5 1.5 1.4 1.4 2 2 0.7 0.7 0.6 0.6 1 1 1.3 1.3

8496 8496 2431.8 2431.8 1120 1120 1418.9 1418.9 273.6 273.6 267 267 113.1 113.1

W W W W W W W W W W W W W W

Level 7

Level 8

17433 17433 2271 2271 456 456 267 267 87 87

1.3 1.3 0.7 0.7 0.6 0.6 1 1 1.3 1.3

22662.9 22662.9 1589.7 1589.7 273.6 273.6 267 267 113.1 113.1

Ofﬁce Ofﬁce Corridor Corridor Stair Stair Restroom Restroom Telecom/Electric Room Room Telecom/Electric

19497 19497 2310 2310 456 456 267 267 87 87

1.3 1.3 0.7 0.7 0.6 0.6 1 1 1.3 1.3

25346.1 25346.1 1617 1617 273.6 273.6 267 267 113.1 113.1

W W W W W W W W W W

Ofﬁce Ofﬁce Stair Restroom Telecom/Electric Room

17399 17399 456 267 87

1.3 1.3 0.6 1 1.3

22618.7 22618.7 273.6 267 113.1

W W W W W

Level 11

Ofﬁce Stair Restroom Telecom/Electric Room

17506 456 267 87

1.3 0.6 1 1.3

22757.8 273.6 267 113.1

W W W W

Roof

Ofﬁce Stair Restroom Telecom/Electric Room

13728 456 267 87

1.3 0.6 1 1.3

17846.4 273.6 267 113.1

W W W W

Ofﬁce Stair Restroom Telecom/Electric Room

17967 456 267 87

1.3 0.6 1 1.3

23357.1 273.6 267 113.1

W W W W

Ofﬁce Stair Restroom Telecom/Electric Room

13499 456 267 87

1.3 0.6 1 1.3

17548.7 273.6 267 113.1

W W W W

Ofﬁce Stair Restroom Telecom/Electric Room

15687 456 267 87

1.3 0.6 1 1.3

20393.1 273.6 267 113.1

W W W W

456

1.3 0.6

273.6

W W

Total

192127

Lighting Receptacles HVAC Miscellaneous

Square Ft 192127 206359 206359 206359

244980 W 244.98 kW Watts/ft See Above 1 4.5 3

Total Building Load

Total Wattage 244980 206359 928615.5 619077

1999031.5 W 1999.0315 kW

Building will require a 200 kVa Emergency Generator 2498.789375 x 1000 =

10% of Total Load 2498789.375 VA

Level 9

Level 10

Stair Restroom Telecom/Electric Room

456 267 87

0.6 1 1.3

273.6 267 113.1

W W W

-Standby power shall be provided for smoke control systems in accordance with section 909.11

Ofﬁce Stair Restroom Telecom/Electric Room

17506 456 267 87

1.3 0.6 1 1.3

22757.8 273.6 267 113.1

W W W W

-Emergency power shall be provided for means of egress illumination in accordance with section 1011.5.3

Ofﬁce Stair Restroom Telecom/Electric Room

13728 456 267 87

1.3 0.6 1 1.3

17846.4 273.6 267 113.1

W W W W

-Standby power shall be provided for elevators that are part of an accessible means of egress in accordance with section 1007.4

Ofﬁce Stair Restroom Telecom/Electric Room

17967 456 267 87

1.3 0.6 1 1.3

23357.1 273.6 267 113.1

W W W W

-Emergency and standby power systems shall be maintained and tested in accordance with the fire code

Ofﬁce Stair Restroom Telecom/Electric Room

13499 456 267 87

1.3 0.6 1 1.3

17548.7 273.6 267 113.1

W W W W

Ofﬁce Stair Restroom Telecom/Electric Room

15687 456 267 87

1.3 0.6 1 1.3

20393.1 273.6 267 113.1

W W W W

456

1.3 0.6

273.6

W W

Mechanical Stair

Total Total

192127

Lighting Receptacles HVAC Miscellaneous

244980 W 244.98 kW

Square Ft 192127 206359 206359 206359

Watts/ft See Above 1 4.5 3

Total Building Load

Total Wattage 244980 206359 928615.5 619077

W W W W

1999031.5 W 1999.0315 kW

Building will require a 2500 kVa Transformer Building will require a 200 kVa Emergency Generator 10% of Total Load / .8 =

10% of Total Load

2498.789375 x 1000 = 249878.94 VA / (1.73x480) =

199.90315 kW

[Section 270.3] -Penetrations of walls, floors, ceilings, and assemblies required to have a fire resistance rating shall be protected in accordance with this chapter -Where cables, conductors, and raceways penetrate fire blocking or draft stopping, such penetrations shall be protected by filling the annular space with an approved fire blocking material -Cutting, notching, and boring wood and steel framing members , structural members, and engineered wood products shall be in accordance with this code and as prescribed by the registered professional [Section 2704] -Smoke detectors required by this code and installed within the dwelling units shall not be connected as the only load on a branch circuit -Such detectors shall be supplied by branch circuits having lighting loads consisting of lighting outlets in habitable spaces

2498789.375 VA

3009.13942 A

Provide 350 Amp, 480/277v 3 phase, 4 Wire Transfer Switch * round up to 350 for potential expansion

Total Building Load

W W W W

Building will require a 2500 kVa Transformer

10% of Total Load / .8 =

-Stationary emergency and standby power generators required by this code shall be listed in accordance with UL 2200

W W W W W W W W W W W W

Total

-Electrical appliances and fixtures within the scope of this code shall be tested and listed in the published reports of inspected electrical equipment by an approved agency and installed in accordance with all instructions included as part of such listing -Emergency and standby power systems required by this code shall be in accordance with NFPA 70, 110, and 111

X-Factor -- Projection Projection Room Room X-Factor Ofﬁce Ofﬁce Corridor Corridor Stair Stair Restroom Restroom Telecom/Electric Room Room Telecom/Electric

Mechanical Stair

[Section2702] -Electrical components, equipment and fixtures shall be designed and constructed in accordance with the provisions of NFPA 70

Several design choices have been made in regards to the buildings ultimate goal towards net zero energy use. Numberous strategies have been applied such as solar, wind, and water energry generation. Lighting systems throughout the building are on automatic sensors to adjust for occupancy and daylighting. The majority of the facade is lined with a 3M solar PV film in addition to standard PV panels. Several wind belts line the facade and are hidden in view.

199.90315 kW

E 100

Potential Area For Expansion

Main Electric Room

E 101

WindBelt Specifications Manufacturer's Specifications Physical Specifications Windcell Dimensions LED Box Dimensions

Height 1m 3cm

Weight

1.0 kg

Width 3cm 60cm

Depth 3cm 100cm

Features Fully Inductive Transduction (watertight-sealed electrical) Lightweight Low-proﬁle Captures low speed winds (2.0 m/s) Can directly power applications Energy Accepts Airﬂow from multiple directions Reliable: A Single Moving Part Monthly Energy Conditioning Other Features

7.2kWh* AC converted into 24/48VDC per Panel

*In 6m/s avarage windspeed conditions projected based on lab data

Waterproof Aluminum/Wood optional frame Multi Color LEDs

*Energy produced adjusted by 1.5 to account for Pittsburgh’s avarage wind speed of 9 m/s

Operating Speciﬁcations Application Cut-in Electricity Production Windspeed Range Frequency of Oscillation Noise Our Speciﬁcations

Height 1m

Weight

1.0 kg 20 1

WindBelt Facade Layered Skin System

Windcell Dimensions

Quantity

12 High Power LEDs @2.0 m/s 2.0 - 12.0 m/s 20-40 Hz < Ambient

Energy

Width 4in

Depth 4in

7.2 Kwh 0.36 Kwh

1 Strip Contains (8) 1 meter WindBelts 1 Strip generates Façade

2.88 Strips

Energy

North South East West

85 83 0 28

Total

196

244.8 239.04 0 80.64

Kwh Kwh Kwh Kwh

10160.64 Kwh

Photovoltaic Panel

Photovoltaic Panels By Façade N S E NW Roof Total

Orientation Total Sq. Ft Tilt Degree (degrees) 342.4 2180 162.4 2825 72.4 3355 297.4 1748 162.4 8475 18583

DC Rating 0 25 0 0 25

Energy Produced

23.13 29.97 35.6 18.55 29.97

22888 33042 35227 18356 99126 208639

N S E W Overhead Grid (N) Roof Grid (S) Total

Orientation (degrees)

Total Sq. Ft 90 90 90 90 0 0

kWh kWh kWh kWh kWh kWh

Total Energy Produced (kWh) Annually WindBelt 10161 Photovoltaic Panels 208639 Photovoltaic Glazing Film 1030565

Photovoltaic Glazing Film By Façade

19744 13110 12282 3577 5231 9837 63781

Tilt Degree

Energy Produced 90 90 90 90 0 0

Photovoltaic Film

31250 79580 19438 16987 44240 839070 1030565

kWh kWh kWh kWh kWh kWh kWh

Annual Total 1,249,365 kWh Daily Total 144.6 kW

The Windbelt was developed as a cheap and efficient energy generation system in third world countries. The “belt” generates electricity when wind velocity vibrates a coil that is attached to two magnets generating a small electric current. The Windbelt is useful for small lighting applications but when used in abundance throughout the exterior of the building, the energy production is effective. The Windbelts are located in between polycarbonate panels that make up the majority of the office level’s facades. The PV panels are located on terraces created by the changing depth of the facade. The Photovoltaic film is developed by Onyx and can be applied to any glazing surface. Thus whenever glazing appears on the exterior, there is a layer of photovoltaic film attached to the surface of it maximizing the amount solar energy production.

Energy Generation

E 102

WindBelt

INV

PV WindBelt

INV

PV WindBelt

INV

PV WindBelt

INV

PV WindBelt

INV

PV WindBelt

INV

WindBelt PV

INV

WindBelt PV

INV

Electric Riser Diagram

E 103

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Structural Model

Code: OBC 2007 Occupancy Category (table 1607.1): B&M Required fire resistance ratings (table 601): Structural frame: 2hr. except where supporting only roof (1hr.) Bearing walls: 2hr. except where supporting only roof (1hr.) Floor construction: 2hr. including supporting beams and joists Roof construction: 1hr. including supporting beams and joists Required coverage (with normal weight concrete) of reinforcing steel in members (such as 1 ½” for beams will be adequate to provide required fire ratings. Minimum Uniformly Distributed Live Loads (table 1607.1) Retail: First floor: 100psf Upper floor: 75psf Office Buildings: Corridors above first floor: 80psf Lobbies and first floor corridors: 100psf Offices: 50psf Roofs: All roof surfaces subject to maintenance workers: 300lb concentrated Ordinary flat, pitched, and curved roofs: 20psf Roofs used for Promenade purposes: 60psf Roofs used for roof gardens or assembly purposes: 100psf

PRODUCED BY AN AUTODESK STUDENT PRODUCT

The structure chosen for the building is a beam and slab type which allows for a great deal of flexibility in the design of the building. With daylighting being one of the main goals of the project a system that allowed for a minimal sectional depth was necessary. In order to meet these needs the beams are placed on a smaller c/c span. This allows ample room for the routing of electrical, plumbing, and the minor air ducts throughout the building thus helping to create a clean and finished interior with minimal conduits and exposed MEP systems.

General/ 3D Model

S 100 PRODUCED BY AN AUTODESK STUDENT PRODUCT

Pile capacity

tons/pile

Column loads factored 1793 kips unfactored 1793 kips

size 35 x

Determine the number of piles to resist unfactored loads 160

k/pile

PRODUCED BY AN AUTODESK STUDENT PRODUCT

pile capacity

# required 11.20625 USE 12 Piles

piles

Draw diagram of # piles over cap area (define) Typical c/c distance of piles Pile width 11.5 ft Pile length 8.5 ft

Moment arm for moment (Mu) @ face of column for short bars 21.5 Assume thickness (h) of cap fc 3000 psi fy 60000 psi

check minimum square column size 27.17857612

Is the number smaller than your colum size?

If not make the pile larger

YES

Flexural Reinforcement- Short Bars number of piles in 1 row

Mu 22016 in-kips Mu 1914.434783 in-kips/ft Determine d Assume # 9 bars 1.128 in (dia.) assume piles embedded 6 in assume clear to rebar 3 in d 49.497 in Asteel 0.732146801 in^2/ft Total Steel As 8.419688216 in^2 As Checks: If As > 0.0033bd, use As If As < 0.0033bd and 0.0033bd < 4/3As, use 0.0033bd If 0.00186bD < 4/3As < 0.0033bd, use 4/3 As If 4/3As < 0.00186bD and 0.00186bD < 0.0033bd, use 0.00186bD

As 8.419688216 4/3As 11.22625095 0.0033bd 22.5409338 0.00186bD 14.904 Control 14.904

Flexural Reinforcement Distances from center of column to: first row piles 18 in second row piles 54 in third row piles in Mu 33024 k-in Mu 3885.176471 k-in/ft d 50.436 in As

Per ACI 15.4.4 we need to increase calculated areato maintain uniform spacing of short bars

1.352941176

ratio long side to short side

As 9.682641448

If larger than

14.904 it now controlls; if not the old controls

Controls 14.904 Maximum bar size that can be developed assume #6 As 0.44 Develop length 33.87272727 Round up to nearest inch

1.474564437 in^2/ft

As total 12.53379771

in^2

As Checks: If As > 0.0033bd, use As If As < 0.0033bd and 0.0033bd < 4/3As, use 0.0033bd If 0.00186bD < 4/3As < 0.0033bd, use 4/3 As If 4/3As < 0.00186bD and 0.00186bD < 0.0033bd, use 0.00186bD As 12.53379771 in^2 0.0033bd 16.9767576 in^2 4/3As 16.71173029 in^2 0.00186bD 11.3832 in^2 Control 16.9767576 in^2 Embed length available 55 in Select bars

Check Punching Shear @ d/2 from columns d/2

24.7485 in

Round to nearest .5”

Draw a sketch of the pile. Inside draw a box from center of column extend box to a distance of 1/2 dimension of beam + 25 Count how many piles fall outside of the d/2 box Piles outside d/2 box V d bo Vc

2636.126411

0.58267312

with

w’ 7 in Vu 1536 k Mu 38400 k-in Vud/Mu 1.97988 Mu/Vud 0.505081116 k 19.98245749 in Compare 19.98245749 with 7 Choose the smaller 7 Vc 1451.773885 k Check 1451.773885 offered 1536 required

1536 k 49.497 in 285.988 in 2636.126411 k

Compare Vu/V

Beam Column clearance width to first pile

Adequate? NO

1536

If no try increasing pile thickness of increase concrete strength Hope increasing the stength works

Try fc

4000

psi

Vc 1676.364086 k Adequate? Yes Use 4000 psi concrete

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Foundation Plan

Bar size # of 9 17 10 14

S 101

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Second Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

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33'

31'

18'

40'

Structural Level 2 1" = 20'-0"

Second Floor Framing Plan

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Third Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

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33'

31'

18'

40'

Structural Level 3 1" = 20'-0"

Third Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Fourth Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

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31'

18'

40'

Structural Level 4 1" = 20'-0"

Fourth Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Fifth Floor Framing Plan

B 23'

D 21'

E 35'

23'

18'

21'

24'

23'

18'

21'

24'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

21'

33'

31'

18'

40'

21'

35'

Structural Level 5 1" = 20'-0"

Fifth Floor Framing Plan

S 105 PRODUCED BY AN AUTODESK STUDENT PRODUCT

23'

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Sixth Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

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33'

31'

18'

40'

Structural Level 6 1" = 20'-0"

Sixth Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Seventh Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

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33'

31'

18'

40'

Structural Level 7 1" = 20'-0"

Seventh Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Eighth Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

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33'

31'

18'

40'

Structural Level 8 1" = 20'-0"

Eighth Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Ninth Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

33'

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31'

18'

40'

Structural Level 9 1" = 20'-0"

Ninth Floor Framing Plan

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PRODUCED BY AN AUTODESK STUDENT PRODUCT

Tenth Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

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33'

31'

18'

40'

Structural Level 10 1" = 20'-0"

Tenth Floor Framing Plan

S 110 PRODUCED BY AN AUTODESK STUDENT PRODUCT

PRODUCED BY AN AUTODESK STUDENT PRODUCT

Eleventh Floor Framing Plan

21'

23'

21'

35'

23'

18'

21'

24'

21'

23'

21'

35'

23'

18'

21'

24'

PRODUCED BY AN AUTODESK STUDENT PRODUCT

33'

31'

18'

40'

Structural Level 11 1" = 20'-0"

Eleventh Floor Framing Plan

S 111 PRODUCED BY AN AUTODESK STUDENT PRODUCT

Slab Design Interior Floor Slab

Slab Weight DL = (slab thickness/12) x 115 pcf Slab Weight DL = 62.29166667 psf

Dead Loads

Ceiling 2 Ceiling Floor 5 Lights 1 2 psf. MEP 5 Misc 1 Sprinklers 2 Floor Walls 12 5 psf Total (initial) Dead Load Lights Total Live Load 1 psf MEP 5 psf Misc. 1 psf Sprinklers 2 psf Walls 12 psf Live Loads First Floor Lobby and Corridors 100 psf Upper Corridors 80 psf Computer Rooms 100 psf Office 50 psf Partitions 15 psf Roof Gardens 100 psf Snow Load 25 psf Stairs 100 psf Storage 125 psf Store 1st floor 100 psf upper 75 psf

Factored Uniform Load Wu = 1.2DL + Wu = 108.35 + 128 Wu = 236.35 psf = 0.23635 ksf slab segment Wu =

0.23635

1.6LL

k/ft

Moments End Span Exterior Support (spandrel beam): −Mu = (Wuln^2)/24 Mu = 1.664297917 k-ft

28 80

Mid-Span (end integral w/support): Mu = (Wuln^2)/14 Mu = 2.853082143 k-ft

Interior Supports: Slab Design −Mu = (Wuln^2)/10 Mu = 3.994315 k-ft Interior Spans Given: Interior Supports: Continuous Floor −Mu = (Wuln^2)/11 Mu = 3.631195455 k-ft Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Mid-Span: Service Loads: Mu = (Wuln^2)/16 Dead Load = DL = 28 psf Mu = 2.496446875 k-ft Live Load = LL = 80 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi Shears 4 ksi End Span fy = 60,000 psi fy = 60000 psi All Other Supports 60 ksi Vu = (Wuln)/2 Bars are uncoated Vu = 1.536275 kips

Find: a) Design the Continuous one-way slab

Face of First Interior Support Vu = 1.15((Wuln)/2) Vu = 1.76671625 kips Solve for d

Beam center-to-Beam Center span 14 ft Clear span = ln

d = h - cover - #5 dia./2 d = 6.50 0.75 0.3125 d = 5.44 in.

With Both ends continuous Min. h = ln(12)/28 Min. h = 5.571428571 in 5.57 in With One end continuous Min. h = ln(12)/24 Min. h = 6.5 in 6.50 in Try this for slab thickness ---> Round ---> 6.50 in

6.50 in

Slab Design

S 112

Determine the Minimum Area of Steel Min. As = 0.0018 x b x h Min. As = 0.0018 12 6.50 Min. As = 0.14 in^2/ft Smax Smax = 5h Smax₁ = 32.5 in. Smax₂ = 18 in. Smax₁ 32.5 ≤ Smax₂ 18 FALSE Use ---> Smax = 18 in. previously determined As =

0.14 in^2/ft

# @ No. in. c/c w/ As Use ---> 3 @ 9 in. c/c w/ 0.15 in^2/ft ἑt ≥ 0.005 and ϕ = 0.90 k = Mu/0.9bd^2 k = Mu x (12 “/’) / 0.9 x 12 x 29.57 k = Mu x (12 “/’) / 319.3171875 k = Mu / 26.60976563 As = ρbd = ρ x 12 x 5.44 As = 65.25 x ρ

Location Moment (k-ft) k (ksi) Req’d ρ As (in^2/ft) Use End Span Exterior Support 1.66 0.0625 0.0011 0.07 .14 Mid-Spans 2.85 0.1072 0.0019 0.12 0.14 Interior Support 3.99 0.1501 0.0026 0.17 0.17 Interior Span Interior Support 3.63 0.1365 0.0024 0.16 0.16 Mid-Span 2.50 0.0938 0.0016 0.10 0.14t

Max Vu = 1.77 kips Shear reinforcing is not required if ϕVn = ϕVc ≥ Vu ϕVn = ϕVc = ϕ x 2 x = 0.75 2 = 4642.61889 lb. = 4.64 kips Check ϕVc against Max. Vu ϕVc 4.64 ≥ Max. Vu 1.77 TRUE

Location As Req’d Possible Selections End Span # @ in. − Exterior Support 0.14 3 @ 9 0.15 4 @ 16 0.15 Use ---> 3 @ 9 0.15 + Mid-Spans 0.14 3 @ 9 0.15 4 @ 16 0.15 Use ---> 3 @ 9 0.15 − Interior Support 0.17 3 @ 7.5 0.18 4 @ 13 0.18 5 @ 18 0.21 Use ---> 3 @ 7.5 0.18 Interior Span − Interior Support 0.16 3 @ 8 0.16 4 @ 15 0.16 5 @ 18 0.21 Use ---> 3 @ 8 0.16 + Mid-Span 0.14 3 @ 9 0.15 4 @ 16 0.15 Use ---> 3 @ 9 0.15 ld = KD/λ x [(ψtψeψs) / ((Cb + Ktr)/db) x db x Ker development length (ld) 3 @ 9 in. c/c 1) KD = 71.2 2) ψt = 1.3

Are the bars epoxy coated?

5) Atr s (max c/c space) n (no. of bars being developed) determine Ktr? NO Ktr = 0 6) (Cb + Ktr)/db ≤ 2.5 Cb + Ktr / db = 0.9 0 0.375 = 2.5 ≤ 2.5 Use ---> 2.5

7) Ker = As Req’d / As Provided Ker = 0.14 0.15 Ker = 0.9 8) ld = KD / λ x [(ψtψeψs) / (Cb + Ktr)/db] x db x Ker ld = 71.2 0.8 1.04 2.5 0.375 0.9 ld = 13.8617856 > 12? YES Available ld = bw - cover Available ld = 12 2 Available ld = 10 in.

ψe = 1.0 ψs = 0.8

There is inadequate room for development length.

λ = 0.8 3) ψt 1.3 x ψe 1.0 ≤ 1.7 Use ---> 1.3 4) Cover Cb = cover + dia. bar/2 Cover Cb = 0.75 0.375 / 2 Cover Cb = 0.9 1/2 space Cb = 0.5 x c/c 1/2 space Cb = 0.5 9 1/2 space Cb = 4.5

Slab Design Cont.

Use ---> 0.9

S 113

ldh = 7.1 in. Now we need to determine what the modification factors There is a cover of 2.5” MF = 0.70 Excess steel MF = AsReq’d / AsProvided MF = 0.14 0.15 MF = 0.936 The required Development Length (ldh) is calculated as follows: Req’d ldh = ldh x side cover MF x Req’d ldh = 7.1 0.70 0.936 Req’d ldh = 4.65 in.

E.S. MF

The Minimum ldh is determined as follows: Min. ldh = 8 x db Min. ldh = 8 0.375 Min. ldh = 3 in.

The minimum ldh can be no greater than 6” Is the ldh ≤ 6? YES

Use ---> 3 in. The largest ldh gets used Thus ldh = 4.65 in. Is the Req’d ldh ≤ the Available ld?

YES

Interior Floor Slab Overview

Given: Continuous Floor Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Service Loads: Dead Load = DL = 28 psf Live Load = LL = 80 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi 4 ksi fy = 60,000 psi fy = 60000 psi 60 ksi Bars are uncoated Beam c/c = 14 ft. Clear Span ln = 13 ft. Slab Thickness h = 6.50 in. Slab Weight Slab wt = 62.29166667 psf Factored Load Wu = 0.23635 k/ft

Moments End Span Exterior Support (spandrel beam): Mu = 1.664297917 k-ft Mid-Span (end integral w/support): Mu = 2.853082143 k-ft Interior Supports: Mu = 3.994315 k-ft Interior Spans Interior Supports: Mu = 3.631195455 k-ft Mid-Span: Mu = 2.496446875 k-ft Shears End Span All Other Supports Vu = 1.536275 kips Face of First Interior Support Vu = 1.76671625 kips Effective depth d = 5.44 in. Min. Area of Steel As = 0.14 in.^2 Max. Spacing (Shrink & Temp) Smax = 18 in. Selection of Steel # @ No. in. c/c w/ As = 3 9 0.15 in.^2 Summary: Location Moment (k-ft) k (ksi) Req’d ρ As (in^2/ft) is As ≥ (As)min? Use End Span Exterior Support 1.66 0.06 0.0011 0.07 Used 0.14 Mid-Spans 2.85 0.11 0.0019 0.12 Used .14 Interior Support 3.99 0.15 0.0026 0.17 Used 0.17 Interior Span Interior Support 3.63 0.14 0.0024 0.16 Used 0.16 Mid-Span 2.50 0.09 0.0016 0.10 Used 0.14 Maximum Shear Max Vu = 1.77 kips Shear Reinforcing Is shear reinforcing required? NO Main Reinforcing Spacing Smax = 9 in. Selections Location As Req’d Possible Selections As Provided End Span # @ in. − Exterior Support 0.14 @ Use ---> 3 @ 9 0.15 + Mid-Spans 0.14 @ Use ---> 3 @ 9 0.27 − Interior Support 0.17 @ Use ---> 3 @ 7.5 0.18 Interior Span − Interior Support 0.16 @ Use ---> 3 @ 8 0.16 + Mid-Span 0.14 @ Use ---> 3 @ 9 0.15 Development length ld = 13.8617856 in. Is a hook required? YES Development length of hook ldh = 4.65 in.

Slab Design Cont.

S 114

Overview for other Slab Designs Exterior Floor Slab Continuous Floor (Determined system. Do a rough drawing) Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Service Loads: Dead Load = DL = 40 psf Live Load = LL = 80 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi 4 ksi fy = 60,000 psi fy = 60000 psi 60 ksi Bars are uncoated Beam c/c = 14 ft. Clear Span ln = 13 ft. Slab Thickness h = 6.50 in. Slab Weight Slab wt = 62.29166667 psf Factored Load Wu = 0.25075 k/ft Moments End Span Exterior Support (spandrel beam): Mu = 1.765697917 k-ft Mid-Span (end integral w/support): Mu = 3.026910714 k-ft Interior Supports: Mu = 4.237675 k-ft Interior Spans Interior Supports: Mu = 3.852431818 k-ft Mid-Span: Mu = 2.648546875 k-ft Shears End Span All Other Supports Vu = 1.629875 kips Face of First Interior Support Vu = 1.87435625 kips Effective depth d = 5.44 in. Min. Area of Steel As = 0.14 in.^2 Max. Spacing (Shrink & Temp) Smax = 18 in. Selection of Steel # @ No. in. c/c w/ As = 3 9 0.15 Summary: Location Moment (k-ft) k (ksi) Req’d ρ As (in^2/ft) is As ≥ (As)min End Span Exterior Support 1.77 0.07 0.0012 0.08 Used 0.14 Mid-Spans 3.03 0.11 0.0019 0.12 Used 0.14 Interior Support 4.24 0.16 0.0027 0.18 Used 0.18 Interior Span Interior Support 3.85 0.14 0.0025 0.16 Used 0.16 Mid-Span 2.65 0.10 0.0017 0.11 Used 0.14

Interior Roof Slab

Continuous Floor Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Service Loads: Dead Load = DL = 38 psf Live Load = LL = 125 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi 4 ksi fy = 60,000 psi fy = 60000 psi 60 ksi Bars are uncoated Beam c/c = 14 ft. Clear Span ln = 13 ft. Slab Thickness h = 6.50 in. Slab Weight Slab wt = 62.29166667 psf Factored Load Wu = 0.32035 k/ft Moments End Span Exterior Support (spandrel beam): Mu = 2.255797917 k-ft Mid-Span (end integral w/support): Mu = 3.867082143 k-ft Interior Supports: Mu = 5.413915 k-ft Interior Spans Interior Supports: Mu = 4.921740909 k-ft Mid-Span: Mu = 3.383696875 k-ft Shears End Span All Other Supports Vu = 2.082275 kips Face of First Interior Support Vu = 2.39461625 kips Effective depth d = 5.44 in. Min. Area of Steel As = 0.14 in.^2 Max. Spacing (Shrink & Temp) Smax = 18 in. Selection of Steel # @ No. in. c/c w/ As = 3 9 0.15 in.^2 Summary: Location Moment (k-ft) k (ksi) Req’d ρ As (in^2/ft) is As ≥ (As)min? End Span Exterior Support 2.26 0.08 0.0015 0.10 Used 0.14 Mid-Spans 3.87 0.15 0.0025 0.16 Used 0.16 Interior Support 5.41 0.20 0.0035 0.23 Used 0.23 Interior Span Interior Support 4.92 0.18 0.0032 0.21 Used 0.21 Mid-Span 3.38 0.13 0.0022 0.14 Used 0.14

Exterior Roof Slab

Continuous Floor (Determined system. Do a rough drawing) Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Service Loads: Dead Load = DL = 48 psf Live Load = LL = 125 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi 4 ksi fy = 60,000 psi fy = 60000 psi 60 ksi Bars are uncoated Beam c/c = 14 ft. Clear Span ln = 13 ft. Slab Thickness h = 6.50 in. Slab Weight Slab wt = 62.29166667 psf Factored Load Wu = 0.33235 k/ft Moments End Span Exterior Support (spandrel beam): Mu = 2.340297917 k-ft Mid-Span (end integral w/support): Mu = 4.011939286 k-ft Interior Supports: Mu = 5.616715 k-ft Interior Spans Interior Supports: Mu = 5.106104545 k-ft Mid-Span: Mu = 3.510446875 k-ft Shears End Span All Other Supports Vu = 2.160275 kips Face of First Interior Support Vu = 2.48431625 kips Effective depth d = 5.44 in. Min. Area of Steel As = 0.14 in.^2 Max. Spacing (Shrink & Temp) Smax = 18 in. Selection of Steel # @ No. in. c/c w/ As = 3 9 0.15 in.^2 Summary: Location Moment (k-ft) k (ksi) Req’d ρ As (in^2/ft) is As ≥ (As)min? Use End Span Exterior Support 2.34 0.09 0.0015 0.10 Used 0.14 Mid-Spans 4.01 0.15 0.0026 0.17 Used 0.17 Interior Support 5.62 0.21 0.0037 0.24 Used 0.24 Interior Span Interior Support 5.11 0.19 0.0033 0.22 Used 0.22 Mid-Span 3.51 0.13 0.0023 0.15 Used 0.15

Maximum Shear Max Vu = 2.39 kips Maximum Shear Max Vu = 1.87 kips Shear Reinforcing Is shear reinforcing required? NO Maximum Shear Max Vu = 2.48 kips Shear Reinforcing Is shear reinforcing required? NO Main Reinforcing Spacing Smax = 9 in. Shear Reinforcing Is shear reinforcing required? NO Main Reinforcing Spacing Smax = 9 in. Selections Main Reinforcing Spacing Smax = 9 in. Location As Req’d Possible Selections As Provided Selections Selections End Span # @ in. Location As Req’d Possible Selections As Provided Location As Req’d Possible Selections As Provided − Exterior Support 0.14 @ End Span # @ in. End Span # @ in. Use ---> 3 @ 9 0.15 − Exterior Support 0.14 @ − Exterior Support 0.14 @ + Mid-Spans 0.16 @ Use ---> 3 @ 9 0.15 Use ---> 3 @ 9 0.15 Use ---> 3 @ 9 0.27 + Mid-Spans 0.17 @ + Mid-Spans 0.14 @ − Interior Support 0.23 @ Use ---> 3 @ 9 0.27 Use ---> 3 @ 9 0.27 Use ---> 3 @ 7.5 0.18 − Interior Support 0.24 @ − Interior Support 0.18 @ Interior Span Use ---> 3 @ 5.5 0.24 Use ---> 3 @ 7.5 0.18 − Interior Support 0.21 @ Interior Span Interior Span Use ---> 3 @ 6 0.22 − Interior Support 0.22 @ − Interior Support 0.16 @ + Mid-Span 0.14 @ Use ---> 3 @ 6 0.22 Use ---> 3 @ 8 0.16 Use ---> 3 @ 9 0.15 + Mid-Span 0.15 @ + Mid-Span 0.14 @ Use ---> 3 @ 9 0.22 Use ---> 3 @ 9 0.15 Development length ld = 13.8617856 in. Is a hook required? YES Development length ld = 13.8617856 in. Development length ld = 13.8617856 in. Development length of hook ldh = 4.65 in. Is a hook required? YES Is a hook required? YES Development length of hook ldh = 4.65 in. Development length of hook ldh = 4.65 in.

Slab Design Overview

S 115

Beam Design Interior Beam Condition Continuous Floor (Determined system. Do a rough drawing) Beam Width = 12” (assumed) b = 12 in. Column Width = 16” (assumed) column = 16 in. Service Loads: Dead Load = DL = 28 psf Live Load = LL = 80 psf Use Lt. Wt. Conc. λ = 0.75 fc’ = 4,000 psi fc’ = 4000 psi 4 ksi fy = 60,000 psi fy = 60000 psi 60 ksi Bars are uncoated Find: b) Design the Continuous Supporting Beam Column Width = 16 in. ln = c/c - 2 x 0.50 x Column Width ln = 40.5 2 0.5 16 ln = 39.17 ft.

Width of the Beam (b) b = d/2 d = 2b k = 0.6438 ksi k = Mu / (ϕ x b x d^2) k = Mu / (ϕ x b x (2b)^2) 0.6438 = 462.27 0.9 b (2b)^2 0.6438 = 1540.91 / b^3 b^3 = 1540.91 / 0.6438 b^3 = 2393.46 thus b = 13.38 in. b = 14 in.

Tributary Width = 12.75 ft.

k = Mu / (ϕ x b x d^2) 0.6438 = 462.27 0.9 14 d^2 0.6438 = 440.26 / d^2

Dead Load (DL)

d^2 = 440.26 / 0.6438 d^2 = 683.8466815 Thus d = 26.15 in.

DL = DL x Trib. Width DL = 28 12.75 DL = 357 #/ft DL = 0.357 kip/ft Live load (LL) LL = LL x Trib. Width LL = 80 12.75 LL = 1020 #/ft LL = 1.02 kip/ft weight of the slab Weight of Slab = Slab Thickness x Trib. Width x 115 pcf Weight of Slab = 6.50 12.75 115 Weight of Slab = 794.21875 #/ft Weight of Slab = 0.79421875 kip/ft : Wu = 1.2 x DL + 1.6 x LL Wu = 1.2 1151.21875 1.6 1020 Wu = 3013.4625 #/ft Wu = 3.0134625 kips/ft Mu = (Wu x ln^2) / 10 Mu = 3.0134625 1534.027778 10 Mu = 462.27 k-ft

Now we can determine the weight of the beam Beam Weight = b x h-slab x 115 pcf Beam Weight = 1.17 2.041666667 115 Beam Weight = 273.9236111 #/ft

Required Depth (h) h = d + cover + stirrup + dia. Bar/2 (assume #11) h = 27.50 1.5 0.375 0.705 h = 30.08 in. h=31 d/b = d / b d/b = 27.50 14 d/b = 1.96 h = ln / 18.5 h = 470 18.5 h = 25.41 Final beam dimensions Use: h = 31.00 in. d = 27.50 in. b = 14.00 in.

d = 28 in. h = d + cover + stirrup + dia. bar/2 (assume #11) h = 28 1.5 0.375 0.705 h = 30.58 in. h = 31 in. Factored Uniform Design Load (Wu) Wu = 1.2 x DL + 1.6 x LL Wu = 1.2 1425.142361 1.6 1020 Wu = 3342.170833 #/ft Wu = 3.342170833 kips/ft (Mu) Mu = (Wu x ln^2) / 10 Mu = 3.342170833 1534.03 10 Mu = 512.70 k-ft k = Mu / (ϕ x b x d^2) 0.6438 = 512.70 0.9 14 d^2 0.6438 = 488.2840854 / d^2 d^2 = 488.2840854 / 0.6438 d^2 = 758.44 Thus d = 27.54 in.

Moments End Span Exterior Support (spandrel beam): −Mu = (Wuln^2)/16 Mu = 320.44 k-ft Mid-Span (end integral w/support): Mu = (Wuln^2)/14 Mu = 366.21 k-ft Interior Supports: −Mu = (Wuln^2)/10 Mu = 512.70 k-ft Interior Spans Interior Supports: −Mu = (Wuln^2)/10 Mu = 466.09 k-ft Mid-Span: Mu = (Wuln^2)/16 Mu = 320.44 k-ft Shears End Span All Other Supports Vu = (Wuln)/2 Vu = 65.45 kips Face of First Interior Support Vu = 1.15((Wuln)/2) Vu = 75.27 kips

Beam Design

27.50 in.

S 116

exterior support −Mu = 320.44 k-ft Possible Selections Req’d k = Mu / (ϕ x b x d^2) Req’d k = 320.44 0.9 14.00 756.25 No. of Bars # As Req’d k = 0.4035 ksi 15 5 4.65 in.^2 11 6 4.84 in.^2 8 7 4.80 in.^2 ρ = 0.0072 6 8 4.74 in.^2 ε = 0.005 5 9 5.00 in.^2 ϕ = 0.9 No. of Bars # As Area of Steel (As) 6 8 4.74 in.^2 Req’d As = ρ x b x d Req’d As = 0.0072 14.00 27.50 Req’d As = 2.77 in. ^2 Minimum Area of Steel (As) Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 14.00 27.50 Req’d Min. As = 1.27 Use As = 2.772 Possible Selections No. of Bars # As 14 4 2.80 in.^2 9 5 2.79 in.^2 7 6 3.08 in.^2 5 7 3.93 in.^2 No. of Bars # As 9 5 2.79 in.^2 d = h - cover - stirrup - dia. Bar / 2 d = 31.00 1.5 0.375 0.625 2 d = 28.81 in.

Effective Depth (d) d = h - cover - stirrup - dia. Bar / 2 d = 31.00 1.5 0.375 1 2 d = 28.63 in. interior supports −Mu = 466.09 k-ft Req’d k = Mu / (ϕ x b x d^2) Req’d k = 466.09 0.9 14.00 756.25 Req’d k = 0.5870 ksi ρ = 0.0109 ε = 0.005 ϕ = 0.9

required Area of Steel (As)

Req’d As = ρ x b x d Req’d As = 0.0109 14.00 27.50 Req’d As = 4.20 in. ^2 Minimum Area of Steel (As) Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 14.00 27.50 Req’d Min. As = 1.27

Use As = 4.197 in. ^2 Moment at the first interior support Possible Selections Mu = 512.70 k-ft k = Mu / ϕ x b x d^2 k = 512.70 0.9 14.00 756.25 k = 0.645664906 ksi calculated k ρ = 0.0121 ε = 0.005 ϕ = 0.9 required Area of Steel (As) Req’d As = ρ x b x d Req’d As = 0.0121 14.00 27.50 Req’d As = 4.66 in. ^2

required Minimum Area of Steel (As)

Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 14.00 27.50 Req’d Min. As = 1.27 Use As = 4.659 in. ^2 d = h - cover - stirrup - dia. Bar / 2 d = 31.00 1.5 0.375 0.875 2 d = 28.69 in.

No. of Bars # As 14 5 4.34 in.^2 10 6 4.40 in.^2 7 7 4.20 in.^2 8 6 4.74 in.^2 No. of Bars # As 7 7 4.20 in.^2 Effective Flange Width 1/4 Span length = 0.25 x ln x 12 1/4 Span length = 0.25 39.17 12 1/4 Span length = 117.5 in. bw + 16hf = bw + 16 x hf bw + 16hf = 14.00 16 6.50 bw + 16hf = 118 in. beam spacing = beam c/c span x 12 beam spacing = 14 12 beam spacing = 168 in.

ϕMnf = ϕ x 0.85 x fc’ x a x b x z ϕMnf = 0.9 0.85 4 6.50 117.5 24.25 ϕMnf = 56674.07 k-in ϕMnf = 4722.84 k-ft Req’d k = Mu / ϕ x b x d^2 Req’d k = 366.21 0.9 117.5 756.25 Req’d k = 0.0550 ksi ρ = 0.001 ε = 0.005 ϕ = 0.9 Area of Steel (As) Req’d As = ρ x b x d Req’d As = 0.001 117.50 27.50 Req’d As = 3.23 in. ^2 Minimum Area of Steel (As)

Req’d Min. As d Req’d Min. As 27.50 Req’d Min. As

0.0033

1.27 in. ^2

14.00

Is the required As > the required minimum As? YES Use As = 3.231 in. ^2 Possible Selections No. of Bars # As bmin in. work? 17 4 3.40 in.^2 / NO 11 5 3.41 in.^2 / NO 8 6 3.52 in.^2 17 NO 6 7 3.60 in.^2 14 YES 5 8 3.93 in.^2 12.5 YES

does it

No. of Bars # As bmin in. 6 7 3.60 in.^2 14 Effective Depth (d) d = h - cover - stirrup - dia. Bar / 2 d = 31.00 1.5 0.375 0.875 2 d = 28.69 in.

Beam Design Cont.

Effective Flange Width = 117.5 in. use ---> 117.5 in.

S 117

Req’d k = Mu / ϕ x b x d^2 Req’d k = 320.44 0.9 117.5 756.2500000 Req’d k = 0.0481 ksi

9 w/# 5 bar

Area of Steel (As)

1) KD = 71.2

Req’d As = ρ x b x d Req’d As = 0.001 117.50 27.50 Req’d As = 3.23 in. ^2

ψt = 1.3 Are the bars epoxy coated? NO

Minimum Area of Steel (As)

ψe = 1.0

Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 14.00 27.50 Req’d Min. As = 1.27 in. ^2

Use As =

ψs = 0.8 λ = 0.8

3.23 in. ^2

Possible Selections No. of Bars # As 11 5 3.41 in.^2 8 6 3.52 in.^2 6 7 3.60 in.^2 5 6 3.93 in.^2 No. of Bars # As 8 6 3.52 in.^2 d = h - cover - stirrup - dia. Bar / 2 d = 31.00 1.5 0.375 0.75 2 d = 28.75 in. effective flange Over the entire effective flange width = 117.5 in. Over a width = to 1/10 of the span = 0.1 x ln = 0.1 39.17 = 47 in. Negative Moment Steel over a width of:

3) ψt 1.3 x ψe 1.0 ≤ 1.7 Use ---> 1.3 4) Cover Cb = cover + dia. bar/2 + stirrup Cover Cb = 1.5 0.625 / 2 0.375 Cover Cb = 2.19 in. 1/2 space Cb = 0.5 x Neg. Moment Steel Placement / 1/2 space Cb = 0.5 47 8 1/2 space Cb = 2.9375 in.

No. bars - 1

Use ---> 2.2 5) Ktr = 0 47

in.

6) (Cb + Ktr)/db ≤ 2.5 Cb + Ktr / db = 2.2 0 0.625 = 3.5 ≤ 2.5 Use ---> 2.5 7) Ker = As Req’d / As Provided Ker = 2.77 2.79 Ker = 0.994 8) Development Length (ld) ld = KD / λ x [(ψtψeψs) / (Cb + Ktr)/db] x Ker ld = 71.2 0.8 1.04 2.5 0.625 1.0 ld = 24.52

Beam Design Cont.

S 118

x = (Max Shear - ϕVc) / Wu 13.75 in. x = 75.27 27.39 3.342170833 13.00 in. rounded down Concrete tables (Table A-13) to find development length for hooked bars (ldh) for the above numbers x = 14.32 ft. From the face of the support Required Spacing (S) ldh = 11.9 in. 14.32 < x < 18.42 Req’d S = ϕ x Av x fyt x d / There is a cover of 2.5” no shear reinforcing needed x = 18.42 to mid-span Req’d ϕVs MF = 0.70 Req’d S = 0.75 0.22 60 27.50 Req’d ϕVs = Max Vu - ϕVc - m * 47.88 - 3.34 * x Excess steel x Req’d S = 272.25 / 47.88 - 3.34 * x MF = AsReq’d / AsProvided Req’d ϕVs = 75.27 27.39 3.342170833 MF = 2.77 2.79 x MF = 0.993548387 Req’d ϕVs = 47.88 - 3.342170833 * x The required Development Length (ldh) Assume a #3 stirrup Req’d ldh = ldh x side cover MF x E.S. MF Spacing Theoretical Stopping point Length Required to cover Req’d ldh = 11.9 0.70 0.993548387 Av = 2 x As of stirrup No. of Spaces Actual Length Covered Actual Stopping Point Req’d ldh = 8.28 in. Av = 2 0.11 2 − − 1 2 2 The Minimum ldh Av = 0.22 in.^2 4 8.00 6.00 2 8 10 6 49.00 39.00 7 42 52 Min. ldh = 8 x db Req’d s* = (ϕ x Av x fyt x d) / 8 74.00 22.00 3 24 76 Min. ldh = 8 0.625 Req’d Vs* 10 90.00 14.00 2 20 96 Min. ldh = 5 in. Req’d s* = 0.75 0.22 60 27.50 12 102.00 6.00 1 12 108 40.22 Req’d s* = 6.77 in. Use ---> 5 in. use ---> 6.00 in. spacing Thus ldh = 8.28 in. ACI Code maximum spacing requirements Vu* > 1/2 ϕVc If Vs* < 4√fc’ bwd then the max spacing is d/2 or 24” Vc ϕVs* = Vu* - ϕVc Vc = 2 x λ x √fc’ x bw x d ϕVs* = 67.61 27.39 Vc = 2 0.75 63.2455532 14.00 27.50 ϕVs* = 40.22 kips Vc 36524.30697 # Vc = 36.52 kips Vs* = ϕVs* / ϕ Vs* = 40.22 0.75 Vs* = 53.62 kips ϕVc = ϕ x Vc ϕVc = 0.75 36.52 4√fc’ bwd ϕVc = 27.39 Kips 4√fc’ bwd = 4 x √fc’ x bw x d 4√fc’ bwd = 4 63.2455532 14.00 1/2 ϕVc = 0.5 x ϕVc 27.50 1/2 ϕVc = 0.5 27.39 4√fc’ bwd = 97398.15193 # 1/2 ϕVc = 13.70 Kips 4√fc’ bwd = 97.40 kips Vs* < 4√fc’ bwd? Vu* = Max Shear - Wu x (d / 12) Vu* = 75.27 3.342170833 27.50 12 maximum spacing (Smax) Vu* = 67.61 kips development length (ld) 180° hook i In this design we are using # - bar fc’ = psi 5 4000

Smax = d / 2 or 24 x = (Max Shear - 1/2 ϕVc) / Wu Smax = 27.50 2 x = 75.27 13.70 3.342170833 Smax = 13.75 in. x = 18.42 ft. From the face of the support Smax = Av x fyt / 0.75 x √fc’ x bw x = (Max Shear - ϕVc) / Wu Smax = 0.22 60000 0.75 63.2455532 x = 75.27 27.39 3.342170833 14.00 x = 14.32 ft. From the face of the support Smax = 19.88 in. 14.32 < x < 18.42 Smax = Av x fyt / 50 x bw Smax = 0.22 60000 50 14.00 There is no shear reinforcing needed x = 18.42 to mid-span Smax = 18.85714286 in.

Beam Design Cont.

S 119

Beam Overviews

Interior Beam

Roof Interior Beam

Exterior Beam

Roof Exterior Beam

Clear Span ln = 39.17 ft. Tributary width Trib width = 12.75 ft. Calculated Dead Load DL = 0.357 k/ft Calculated Live Load LL = 1.02 k/ft Weight of Slab Slab Wt. = 0.79421875 k/ft Factored Uniform Load Wu = 3.0134625 k/ft Maximum Moment Mu = 462.27 k-ft Width b = 14.00 in. Effective Depth d = 27.50 in. Height h = 31.00 in. Beam Weight Beam Wt = 273.9236111 #/ ft New Factored Load Wu = 3.342170833 k/ ft New Max. Moment Mu = 512.70 k-ft Moments End Span Exterior Support (spandrel beam): Mu = 320.44 k-ft Mid-Span (end integral w/support): Mu = 366.21 k-ft Interior Supports: Mu = 512.70 k-ft Interior Spans Interior Supports: Mu = 466.09 k-ft Mid-Span: Mu = 320.44 k-ft Shears End Span All Other Supports Vu = 65.45 kips Face of First Interior Support Vu = 75.27 kips

Clear Span ln = 39.17 ft. Tributary width Trib width = 12.75 ft. Calculated Dead Load DL = 0.51 k/ft Calculated Live Load LL = 1.02 k/ft Weight of Slab Slab Wt. = 0.79421875 k/ft Factored Uniform Load Wu = 3.1970625 k/ft Maximum Moment Mu = 490.44 k-ft Width b = 15.00 in. Effective Depth d = 27.75 in. Height h = 31.00 in. Beam Weight Beam Wt = 382.8125 #/ft New Factored Load Wu = 3.6564375 k/ft New Max. Moment Mu = 560.91 k-ft

Clear Span ln = 39.17 ft. Tributary width Trib width = 12.75 ft. Calculated Dead Load DL = 0.4845 k/ft Calculated Live Load LL = 1.59375 k/ft Weight of Slab Slab Wt. = 0.79421875 k/ft Factored Uniform Load Wu = 4.0844625 k/ft Maximum Moment Mu = 626.57 k-ft Width b = 16.00 in. Effective Depth d = 30.25 in. Height h = 33.00 in. Beam Weight Beam Wt = 441.6666667 #/ ft New Factored Load Wu = 4.6144625 k/ft New Max. Moment Mu = 707.87 k-ft

Moments End Span Exterior Support (spandrel beam): Mu = 350.57 k-ft Mid-Span (end integral w/support): Mu = 400.65 k-ft Interior Supports: Mu = 560.91 k-ft Interior Spans Interior Supports: Mu = 509.92 k-ft Mid-Span: Mu = 350.57 k-ft Shears End Span All Other Supports Vu = 71.61 kips Face of First Interior Support Vu = 82.35 kips

Moments End Span Exterior Support (spandrel beam): Mu = 442.42 k-ft Mid-Span (end integral w/support): Mu = 505.62 k-ft Interior Supports: Mu = 707.87 k-ft Interior Spans Interior Supports: Mu = 643.52 k-ft Mid-Span: Mu = 442.42 k-ft Shears End Span All Other Supports Vu = 90.37 kips Face of First Interior Support Vu = 103.92 kips

Area of Steel @ exterior Support As = 2.772 Bar Selection @ exterior Support No. of Bars # As 9 5 2.79 in.^2

Area of Steel @ exterior Support As = 3.038625 Bar Selection @ exterior Support No. of Bars # As 6 7 3.60 in.^2

in.^2

Area of Steel @ exterior Support As = 3.4848 in.^2 Bar Selection @ exterior Support No. of Bars # As 6 7 3.60 in.^2

Area of Steel @ 1st interior Support As

in.^2

Area of Steel @ 1st interior Support As

in.^2

4.6585 in.^2

Bar Selection @ 1st interior Support No. of Bars # As 6 8 4.74 in.^2 Area of Steel @ all other interior Supports in.^2

4.1965

Bar Selection @ all other interior Supports No. of Bars # As 7 7 4.20 in.^2 in. 3.23125 in.^2

Bar Selection No. of Bars # As bmin in. 6 7 3.6 in.^2 14 Area of Steel @ Interior Span Mid Span in.^2

5.036625

Bar Selection @ 1st interior Support No. of Bars # As 9 7 5.40 in.^2

Effective Flange Width bw = 117.5 Area of Steel @ Endspan Mid Span As =

3.23

Bar Selection No. of Bars # As 8 6 3.52 in.^2 Placement of Negative Moment Steel = in. Needed Development Length ld = 24.52 Is a Hook required? = YES Development length of Hook ldh = 8.28 Minimum Stirrup Spacing S* = 6.00 in. Maximum Spacing Smax = 13.00 in.

47 in. in.

Spacing Tables s 6 8 10 12 14 x 0.748089252 4.142215574 6.178691368 7.536341897 8.506092275 8 49 74 90 102 Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered Actual Stopping Point 2 − − 1 2 2 4 8 6 2 8 10 6 49 39 7 42 52 8 74 22 3 24 76 10 90 14 2 20 96 12 102 6 1 12 108 18.42

Area of Steel @ all other interior Supports

5.8564 in.^2

Bar Selection @ 1st interior Support No. of Bars # As 8 8 6.32 in.^2 4.537125

in.^2

Area of Steel @ all other interior Supports

5.1788 in.^2

Clear Span ln = 39.17 ft. Tributary width Trib width = 12.75 ft. Calculated Dead Load DL = 0.612 k/ft Calculated Live Load LL = 1.59375 k/ft Weight of Slab Slab Wt. = 0.79421875 k/ft Factored Uniform Load Wu = 4.2374625 Maximum Moment Mu = 650.04 k-ft Width b = 16.00 in. Effective Depth d = 30.75 in. Height h = 34.00 in. Beam Weight Beam Wt = 458.3333333 New Factored Load Wu = 4.7874625 New Max. Moment Mu = 734.41 k-ft

k/ft

#/ft k/ft

Moments End Span Exterior Support (spandrel beam): Mu = 459.01 k-ft Mid-Span (end integral w/support): Mu = 524.58 k-ft Interior Supports: Mu = 734.41 k-ft Interior Spans Interior Supports: Mu = 667.65 k-ft Mid-Span: Mu = 459.01 k-ft Shears End Span All Other Supports Vu = 93.75 kips Face of First Interior Support Vu = 107.82 kips Area of Steel @ exterior Support As = 3.5916 in.^2 Bar Selection @ exterior Support No. of Bars # As 4 8 3.93 in.^2 Area of Steel @ 1st interior Support As

5.9532 in.^2

Bar Selection @ 1st interior Support No. of Bars # As 8 8 6.32 in.^2 Area of Steel @ all other interior Supports in.^2

5.3628

Bar Selection @ all other interior Supports No. of Bars # As 6 8 4.74 in.^2

Bar Selection @ all other interior Supports No. of Bars # As 9 7 5.40 in.^2

Effective Flange Width bw = 117.5 Area of Steel @ Endspan Mid Span As =

Effective Flange Width bw = 117.5 Area of Steel @ Endspan Mid Span As = in.^2

in. 3.260625

in.^2

Bar Selection No. of Bars # As bmin in. 6 7 3.6 in.^2 14 Area of Steel @ Interior Span Mid Span

3.26

in.^2

Bar Selection No. of Bars # As 6 7 3.6 in.^2 Placement of Negative Moment Steel = 47 in. Needed Development Length ld = 36.46 in. Is a Hook required? = YES Development length of Hook ldh = 9.81 in. Minimum Stirrup Spacing S* = 6.00 in. Maximum Spacing Smax = 13.00 in. Spacing Tables Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered Actual Stopping Point 2 − − 1 2 2 6 60 58 10 60 62 8 82 20 3 24 86 10 97 11 2 20 106 12 108 2 1 12 118 14 124 6 1 14 132

in. 3.9098125

Bar Selection No. of Bars # As bmin in. 7 7 4.2 in.^2 16 Area of Steel @ Interior Span Mid Span in.^2

in. 3.9744375

Bar Selection No. of Bars # As bmin in. 7 7 4.2 in.^2 16 3.55

Area of Steel @ Interior Span Mid Span in.^2

3.61

Bar Selection No. of Bars # As 5 8 3.93 in.^2

Placement of Negative Moment Steel = 47 in. Needed Development Length ld = 41.81 in. Is a Hook required? = YES Development length of Hook ldh = 11.25 in. Minimum Stirrup Spacing S* = 5.00 in. Maximum Spacing Smax = 15.00 in.

Placement of Negative Moment Steel = 47 in. Needed Development Length ld = 47.49 in. Is a Hook required? = YES Development length of Hook ldh = 12.15 in. Minimum Stirrup Spacing S* = 5.00 in. Maximum Spacing Smax = 15.00 in.

Spacing Tables

Spacing Tables Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered Actual Stopping Point 2 − − 1 2 2 5 55 53 11 55 57 6 87 30 5 30 87 8 106 19 3 24 111 10 118 7 1 10 121 12 128 7 1 12 133 14 134 1 1 14 147 16 134 -13 -1 -16 131 18.86

Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered Actual Stopping Point 2 − − 1 2 2 5 50 48 10 50 52 6 83 31 6 36 88 8 102 14 2 16 104 10 115 11 2 20 124 12 115 -9 -1 -12 112

Beam Design Overview

S 120

Girder Design Interior Girder Condition Column Width = 16 in.

Overall Depth of the Beam (h) h = d + cover + stirrup + dia. bar/2 (assume #11) h = 33 1.5 0.375 0.705 h = 35.58 in. h = 35.5 in.

ln = c/c - 2 x 0.50 x Column Width ln = 35.5 2 0.5 16 ln = 34.17 ft. Tributary Width = 29 ft.

weight of the beam

DL = DL x Trib. Width DL = 28 29 DL = 812 #/ft DL = 0.812 kip/ft

Beam Weight = b x h-slab x 115 pcf Beam Weight = 1.38 2.416666667 115 Beam Weight = 382.1354167 #/ft Factored Uniform Design Load (Wu)

LL = LL x Trib. Width LL = 80 29 LL = 2320 #/ft LL = 2.32 kip/ft Weight of Slab = Slab Thickness x Trib. Width x Weight of Slab = 6.50 29 115 Weight of Slab = 1806.458333 #/ft Weight of Slab = 1.806458333 kip/ft

115 pcf

Wu = 1.2 x DL + 1.6 x LL Wu = 1.2 2618.458333 1.6 2320 Wu = 6854.15 #/ft Wu = 6.85415 kips/ft Mu = (Wu x ln^2) / 10 Mu = 6.85415 1167.361111 10 Mu = 800.13 k-ft Width of the Beam (b)

Let b =

d/2

d =

k = 0.6438 ksi

k = Mu / (ϕ x b x d^2) k = Mu / (ϕ x b x (2b)^2) 0.6438 = 800.13 0.9 b (2b)^2 0.6438 = 2667.09 / b^3 b^3 = 2667.09 / 0.6438 b^3 = 4142.73 thus b = 16.06 in.

Now choose a value to use for b

b = 16.5 in. Effective Depth (d) k = Mu / (ϕ x b x d^2) 0.6438 = 800.13 0.9 16.5 d^2 0.6438 = 646.57 / d^2 d^2 = 646.57 / 0.6438 d^2 = 1004.298111 Thus d = 31.69 in. Now choose a value for d d = 33 in.

Wu = 1.2 x DL + 1.6 x LL Wu = 1.2 3000.59375 1.6 2320 Wu = 7312.7125 #/ft Wu = 7.3127125 kips/ft Maximum Moment which includes the weight of the beam (Mu) Mu = (Wu x ln^2) / 10 Mu = 7.3127125 1167.36 10 Mu = 853.66 k-ft Effective Depth (d) k = Mu / (ϕ x b x d^2) 0.6438 = 853.66 0.9 16.5 d^2 0.6438 = 689.8243385 / d^2 d^2 = 689.8243385 / 0.6438 d^2 = 1071.49 Thus d = 32.73 in. d ---> 32.75 in. Reduired Depth (h)

Wu =

7.3127125 k/ft

Moments and Shears Moments End Span Exterior Support (spandrel beam): −Mu = (Wuln^2)/16 Mu = 533.54 k-ft Mid-Span (end integral w/support): Mu = (Wuln^2)/14 Mu = 609.76 k-ft Interior Supports: −Mu = (Wuln^2)/10 Mu = 853.66 k-ft Interior Spans Interior Supports: −Mu = (Wuln^2)/10 Mu = 776.05 k-ft Mid-Span: Mu = (Wuln^2)/16 Mu = 533.54 k-ft Shears End Span All Other Supports Vu = (Wuln)/2 Vu = 124.93 kips Face of First Interior Support Vu = 1.15((Wuln)/2) Vu = 143.66 kips exterior support −Mu = 533.54 k-ft Req’d k = Mu / (ϕ x b x d^2) Req’d k = 533.54 0.9 16.50 1072.56 Req’d k = 0.4020 ksi

h = d + cover + stirrup + dia. Bar/2 (assume #11) h = 32.75 1.5 0.375 0.705 h = 35.33 in. ρ = 0.0072 35.5 ε = 0.005 d/b Ratio ϕ = 0.9 d/b = d / b Area of Steel (As) d/b = 32.75 16.5 Req’d As = ρ x b x d Req’d As = 0.0072 16.50 32.75 d/b = 1.98 Req’d As = 3.89 in. ^2 Overall depth (h) against the minimum depth (h) as per the ACI code Minimum Area of Steel (As) Req’d Min. As = 0.0033 x b x d h = ln / 18.5 Req’d Min. As = 0.0033 16.50 h = 410 18.5 32.75 h = 22.16 Req’d Min. As = 1.78 Use As = 3.891 Final beam dimensions No. of Bars # As Use: 5 8 3.93 in.^2 h = 35.50 in. d = 32.75 in. Effective Depth (d) b = 16.50 in. d = h - cover - stirrup - dia. Bar / 2 d = 35.50 1.5 0.375 1 2 d = 33.13 in.

Girder Design

S 121

Moment at the first interior support Mu = 853.66 k-ft k = Mu / ϕ x b x d^2 k = 853.66 0.9 16.50 1072.5625 k = 0.643155377 ksi ρ = 0.012 ε = 0.005 ϕ = 0.9 Area of Steel (As) Req’d As = ρ x b x d Req’d As = 0.012 16.50 32.75 Req’d As = 6.48 in. ^2 Minimum Area of Steel (As) Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 16.50 32.75 Req’d Min. As = 1.78

Use As =

6.485 in. ^2

11 7 6.60 in.^2

Effective Flange Width 1/4 Span length = 0.25 x ln x 12 1/4 Span length = 0.25 34.17 12 1/4 Span length = 102.5 in. bw + 16hf = bw + 16 x hf bw + 16hf = 16.50 16 6.50 bw + 16hf = 120.5 in. beam spacing = beam c/c span x 12 beam spacing = 14 12 beam spacing = 168 in. use ---> 102.5 in. Pracitcal Nominal Moment of the Flange (ϕMnf) ϕMnf = ϕ x 0.85 x fc’ x a x b x z ϕMnf = 0.9 0.85 4 6.50 102.5 29.5 ϕMnf = 60142.39 k-in ϕMnf = 5011.87 k-ft

Req’d k = Mu / ϕ x b x d^2 Req’d k = 609.76 0.9 102.5 Effective Depth (d) 1072.5625 Req’d k = 0.0740 ksi d = h - cover - stirrup - dia. Bar / 2 ρ = 0.0013 d = 35.50 1.5 0.375 1 2 ε = 0.005 d = 33.13 in. ϕ = 0.9 other interior supports

−Mu = 776.05 k-ft

Req’d k = Mu / (ϕ x b x d^2) Req’d k = 776.05 0.9 16.50 1072.56 Req’d k = 0.5847 ksi ρ = 0.0108 ε = 0.005 ϕ = 0.9 Area of Steel (As)

Area of Steel (As) Req’d As = ρ x b x d Req’d As = 0.0013 102.50 32.75 Req’d As = 4.36 in. ^2 Minimum Area of Steel (As) Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 16.50 32.75 Req’d Min. As = 1.78 in. ^2

Use As = 4.364 in. ^2 5 8 3.93 in.^2 13 Now check the Effective Depth (d) Req’d As = ρ x b x d Req’d As = 0.0108 16.50 32.75 d = h - cover - stirrup - dia. Bar / Req’d As = 5.84 in. ^2 2 d = 35.50 1.5 0.375 1 2 Minimum Area of Steel (As) d = 33.13 in. Mid-Span of the Interior Span Req’d Min. As = 0.0033 x b x d Effective Flange Width = 102.5 in. Req’d Min. As = 0.0033 16.50 32.75 Is ϕMnf = 5011.87 ≥ Mid-Span Mu = 533.54 ? Req’d Min. As = 1.78 Req’d k = Mu / ϕ x b x d^2 Use As = 5.836 in. ^2 Req’d k = 533.54 0.9 102.5 1072.5625000 Req’d k = 0.0647 ksi No. of Bars # As ρ = 0.0011 ε = 0.005 6 9 6.00 in.^2 ϕ = 0.9 Area of Steel (As) Effective Depth (d) Req’d As = ρ x b x d d = h - cover - stirrup - dia. Bar / Req’d As = 0.0011 102.50 32.75 2 Req’d As = 3.69 in. ^2 d = 35.50 1.5 0.375 1.128 2 Minimum Area of Steel (As) d = 33.06 in. Req’d Min. As = 0.0033 x b x d Req’d Min. As = 0.0033 16.50 32.75 Req’d Min. As = 1.78 in. ^2 Use As = 3.69 in. ^2 No. of Bars # As 5 8 3.93 in.^2

Effective Depth (d) d = h - cover - stirrup - dia. Bar / 2 d = 35.50 1.5 0.375 1 2 d = 33.13 in. Over the entire effective flange width =

102.5 in.

Over a width = to 1/10 of the span = ln = 0.1 34.17 = 41 in.

0.1

Distribute/place Negative Moment Steel over a width of: 41 in. Ker

ld = KD/λ x

[(ψtψeψs)

((Cb + Ktr)/db)

development length (ld) for 5 w/# 8 bar 1) KD = 71.2 2) ψt = 1.3 Are the bars epoxy coated? NO ψe = 1.0 ψs = 1.0 λ = 0.8 3) ψt 1.3 x ψe 1.0 ≤ 1.7 Use ---> 1.3 4) determine Cb Cover Cb = cover + dia. bar/2 + stirrup Cover Cb = 1.5 1 / 2 0.375 Cover Cb = 2.38 in. 1/2 space Cb = 0.5 x Neg. Moment Steel Placement / No. bars - 1 1/2 space Cb = 0.5 41 4 1/2 space Cb = 5.125 in. Use ---> 2.4 5) s (max c/c space) YES = n (no. of bars being developed) YES = cannot calculate Ktr, Ktr = 0 6) N (Cb + Ktr)/db ≤ 2.5 Cb + Ktr / db = 2.4 0 1 = 2.375 ≤ 2.5 Use ---> 2.375 7) Ker = As Req’d / As Provided Ker = 3.89 3.93 Ker = 0.990 8) Development Length (ld) ld = KD / λ x [(ψtψeψs) / (Cb + Ktr)/db] x db x Ker ld = 71.2 0.8 1.3 2.375 1 1.0 ld = 51.44

Girder Design Cont.

Available ld = cw - cover Available ld = 16 2 Available ld = 14 in.

S 122

determine if a 180° hook is adequate At locations between d = 32.75 in. 2.73 ft. and 14.39 ft. face of the support, the Required ϕVs varies # - bar fc’ = psi 8 4000 development length for hooked bars (ldh) ldh = 19 in. There is a cover of 2.5” MF = 0.70 Excess steel MF = AsReq’d / AsProvided MF = 3.89 3.93 MF = 0.99 Development Length (ldh) Req’d ldh = ldh x side cover MF Req’d ldh = 19 0.70 0.99 Req’d ldh = 13.17 in. The Minimum ldh Min. ldh = 8 Min. ldh = 8 1 Min. ldh = 8 in.

E.S. MF

The minimum ldh can be no greater than 6” Use ---> 6 in. ldh = 13.17 in. stirrup design. Vu* > 1/2 ϕVc Vc Vc = 2 x λ x √fc’ x bw x d Vc = 2 0.75 63.2455532 16.50 32.75 Vc 51264.47372 # Vc = 51.26 kips practical concrete strength

from the

Interior Girder Overview

Req’d ϕVs = Max Vu - ϕVc - m * x Clear Span ln = 34.17 ft. Tributary width Trib width = 29 ft. Req’d ϕVs = 143.66 38.45 7.3127125 x Calculated Dead Load DL = 0.812 k/ft Calculated Live Load LL = 2.32 k/ft Req’d ϕVs = 105.22 - 7.3127125 * x Weight of Slab Slab Wt. = 1.806458333 k/ft Factored Uniform Load Wu = 6.85415 k/ft ACI Code min. spacing requirements Maximum Moment Mu = 800.13 k-ft Width b = 16.50 in. Assume a #3 stirrup Effective Depth d = 32.75 in.

Height h = 35.50 in. Beam Weight Beam Wt = 382.1354167 #/ft New Factored Load Wu = 7.3127125 k/ft New Max. Moment Mu = 853.66 k-ft Moments End Span required minimum spacing (s*) Exterior Support (spandrel beam): Mu = 533.54 k-ft Mid-Span (end integral w/support): Req’d s* = (ϕ x Av x fyt x d) / Req’d Vs* Mu = 609.76 k-ft Req’d s* = 0.75 0.22 60 32.75 85.26 Interior Supports: Req’d s* = 3.80 in. Mu = 853.66 k-ft Interior Spans Interior Supports: use ---> 3.00 in. spacing Mu = 776.05 k-ft Vs* Mid-Span: Mu = 533.54 k-ft ϕVs* = Vu* - ϕVc Shears ϕVs* = 123.71 38.45 End Span ϕVs* = 85.26 kips All Other Supports Vu = 124.93 kips Vs* = ϕVs* / ϕ Face of First Interior Support Vs* = 85.26 0.75 Vu = 143.66 kips Vs* = 113.68 kips 4√fc’ bwd Area of Steel @ exterior Support As = 3.8907 in.^2 Bar Selection @ exterior Support 4√fc’ bwd = 4 x √fc’ x bw x d No. of Bars # As 4√fc’ bwd = 4 63.2455532 16.50 32.75 5 8 3.93 in.^2 4√fc’ bwd = 136705.2632 #

Av = 2 x As of stirrup Av = 2 0.11 Av = 0.22 in.^2

4√fc’ bwd = 136.71 kips Is Vs* < 4√fc’ bwd? YES maximum spacing (Smax)

ϕVc = ϕ x Vc ϕVc = 0.75 51.26 ϕVc = 38.45 Kips 1/2 ϕVc = 0.5 x ϕVc 1/2 ϕVc = 0.5 38.45 1/2 ϕVc = 19.22 Kips Vu* = Max Shear - Wu x (d / 12) Vu* = 143.66 7.3127125 32.75 12 Vu* = 123.71 kips

Smax = d / 2 or 24 Smax = 32.75 2 Smax = 16.38 in.

14.39 < x < 17.02

Actual Length Covered Actual Stopping Point 2 − − 1 2 2 4 83.00 81.00 21 84 86 6 106.00 20.00 4 24 110 8 119.00 9.00 2 16 126 10 128.00 2.00 1 10 136 12 134.00 -2.00 -1 -12 124 14 139.00 15.00 2 28 152 16 141.00 -11.00 -1 -16 136 17.02

Smax = Av x fyt / 0.75 x √fc’ x bw Smax = 0.22 60000 0.75 63.2455532 16.50 Smax = 16.87 in. Smax = Av x fyt / 50 x bw Smax = 0.22 60000 50 16.50 Smax = 16 in. Use the minimum ---> 16.00 in.

Area of Steel @ 1st interior Support As

6.4845 in.^2

Bar Selection @ 1st interior Support No. of Bars # As 11 7 6.60 in.^2 Area of Steel @ all other interior Supports

5.83605

in.^2

Bar Selection @ all other interior Supports No. of Bars # As 6 9 6.00 in.^2 Effective Flange Width bw = Area of Steel @ Endspan Mid Span As

102.5 in. =

4.3639375

in.^2

Bar Selection No. of Bars # As bmin in. length of span over which stirrups are required 5 8 3.93 in.^2 13 Area of Steel @ Interior Span Mid Span As = 3.69 in.^2 Bar Selection Round down ---> 16.00 in. x = (Max Shear - 1/2 ϕVc) / Wu No. of Bars # As Required Spacing (S) 5 8 3.93 in.^2 x = 143.66 19.22 7.3127125 Placement of Negative Moment Steel = 41 in. x = 17.02 ft. From the face of the support Req’d S = ϕ x Av x fyt x d / Req’d ϕVs span for minimum stirrups Needed Development Length ld = 51.44 in. Req’d S = 0.75 0.22 60 32.75 105.22 x = (Max Shear - ϕVc) / Wu - 7.31 * x Is a Hook required? = YES Req’d S = 324.23 / 105.22 - 7.31 * x x = 143.66 38.45 7.3127125 Development length of Hook ldh = 13.17 in. x = 14.39 ft. From the face of the support Minimum Stirrup Spacing S* = 3.00 in. x = 14.39 - 44.34 / s Maximum Spacing Smax = 16.00 in. minimum shear reinforcing Spacing Theoretical Stopping point Length Required to cover No. of Spaces

no shear reinforcing needed x =

17.02 to

mid-span

Spacing Tables Spacing Theoretical Stopping point Length Required to cover Actual Length Covered Actual Stopping Point 2 − − 1 2 2 4 83 81 21 84 86 6 106 20 4 24 110 8 119 9 2 16 126 10 128 2 1 10 136 12 134 -2 -1 -12 124 14 139 15 2 28 152 16 141 -11 -1 -16 136

Girder Design Cont.

No. of Spaces

S 123

Girder Design Overview Exterior Girder

Clear Span ln = 34.17 ft. Tributary width Trib width = 29 ft. Calculated Dead Load DL = 1.16 k/ft Calculated Live Load LL = 2.32 k/ft Weight of Slab Slab Wt. = 1.806458333 k/ft Factored Uniform Load Wu = 7.27175 k/ft Maximum Moment Mu = 848.88 k-ft Width b = 17.00 in. Effective Depth d = 33.50 in. Height h = 36.50 in. Beam Weight Beam Wt = 531.25 #/ft New Factored Load Wu = 7.90925 k/ft New Max. Moment Mu = 923.30 k-ft Moments End Span Exterior Support (spandrel beam): Mu = 577.06 k-ft Mid-Span (end integral w/support): Mu = 659.50 k-ft Interior Supports: Mu = 923.30 k-ft Interior Spans Interior Supports: Mu = 839.36 k-ft Mid-Span: Mu = 577.06 k-ft Shears End Span All Other Supports Vu = 135.12 kips Face of First Interior Support Vu = 155.38 kips Area of Steel @ exterior Support As = 4.1004 in.^2 Bar Selection @ exterior Support No. of Bars # As 7 7 4.20 in.^2 Area of Steel @ 1st interior Support As

6.89095 in.^2

in.^2

Bar Selection No. of Bars # As bmin in. 6 8 4.74 in.^2 15 Area of Steel @ Interior Span Mid Span

4.12

Clear Span ln = 34.17 ft. Tributary width Trib width = 29 ft. Calculated Dead Load DL = 1.102 k/ft Calculated Live Load LL = 3.625 k/ft Weight of Slab Slab Wt. = 1.806458333 k/ft Factored Uniform Load Wu = 9.29015 k/ft Maximum Moment Mu = 1084.50 k-ft Width b = 18.50 in. Effective Depth d = 36.25 in. Height h = 39.00 in. Beam Weight Beam Wt = 626.3020833 #/ft New Factored Load Wu = 10.0417125 k/ft New Max. Moment Mu = 1172.23 k-ft

Clear Span ln = 34.17 ft. Tributary width Trib width = 29 ft. Calculated Dead Load DL = 1.392 k/ft Calculated Live Load LL = 3.625 k/ft Weight of Slab Slab Wt. = 1.806458333 k/ft Factored Uniform Load Wu = 9.63815 k/ft Maximum Moment Mu = 1125.12 k-ft Width b = 18.00 in. Effective Depth d = 37.25 in. Height h = 40.00 in. Beam Weight Beam Wt = 628.125 #/ft New Factored Load Wu = 10.3919 k/ft New Max. Moment Mu = 1213.11 k-ft

Moments End Span Exterior Support (spandrel beam): Mu = 732.64 k-ft Mid-Span (end integral w/support): Mu = 837.31 k-ft Interior Supports: Mu = 1172.23 k-ft Interior Spans Interior Supports: Mu = 1065.66 k-ft Mid-Span: Mu = 732.64 k-ft Shears End Span All Other Supports Vu = 171.55 kips Face of First Interior Support Vu = 197.28 kips Area of Steel @ exterior Support As = 4.962625 Bar Selection @ exterior Support No. of Bars # As 5 9 5.00 in.^2 Area of Steel @ 1st interior Support As = 8.0475 in.^2

Moments End Span Exterior Support (spandrel beam): Mu = 758.19 k-ft Mid-Span (end integral w/support): Mu = 866.51 k-ft Interior Supports: Mu = 1213.11 k-ft Interior Spans Interior Supports: Mu = 1102.83 k-ft Mid-Span: Mu = 758.19 k-ft Shears End Span All Other Supports Vu = 177.53 kips Face of First Interior Support Vu = 204.16 kips Area of Steel @ exterior Support As = 4.89465 in.^2 Bar Selection @ exterior Support No. of Bars # As 5 9 5.00 in.^2 Area of Steel @ 1st interior Support As = 8.11305 in.^2 Bar Selection @ 1st interior Support No. of Bars # As 7 10 8.89 in.^2 Area of Steel @ all other interior Supports As = 7.30845 in.^2 Bar Selection @ all other interior Supports No. of Bars # As 6 10 7.62 in.^2 Effective Flange Width bw = 102.5 in. Area of Steel @ Endspan Mid Span As = 5.345375 in.^2 Bar Selection No. of Bars # As bmin in. 7 8 5.53 in.^2 17

in.^2

Bar Selection No. of Bars # As 7 7 4.2 in.^2 Placement of Negative Moment Steel = 41 in. Needed Development Length ld = 42.17 in. Is a Hook required? = YES Development length of Hook ldh = 12.98 in. Minimum Stirrup Spacing S* = 3.00 in. Maximum Spacing Smax = 15.00 in. Spacing Tables Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Stopping Point 2 − − 1 2 2 4 90 88 22 88 90 6 111 21 4 24 114 8 123 9 2 16 130 10 132 2 1 10 140 12 138 -2 -1 -12 128 14 144 16 2 28 156 17.08

Actual Length Covered

in.^2

7.24275 in.^2

Bar Selection @ all other interior Supports No. of Bars # As 6 10 7.62 in.^2 Effective Flange Width bw = 102.5 in. Area of Steel @ Endspan Mid Span As = 5.201875

6.20755 in.^2

Bar Selection @ all other interior Supports No. of Bars # As 8 8 6.32 in.^2 Effective Flange Width bw = 102.5 in. Area of Steel @ Endspan Mid Span As = 4.463875

Roof Exterior Girder

Bar Selection @ 1st interior Support No. of Bars # As 7 10 8.89 in.^2 Area of Steel @ all other interior Supports As =

Bar Selection @ 1st interior Support No. of Bars # As 9 8 7.11 in.^2 Area of Steel @ all other interior Supports

Roof Interior Girder

in.^2

Bar Selection No. of Bars # As bmin in. 7 8 5.53 in.^2 17 Area of Steel @ Interior Span Mid Span As = 4.83 in.^2 Bar Selection No. of Bars # As 5 9 5 in.^2 Placement of Negative Moment Steel = 41 in. Needed Development Length ld = 63.90 in. Is a Hook required? = YES Development length of Hook ldh = 14.87 in. Minimum Stirrup Spacing S* = 3.00 in. Maximum Spacing Smax = 14.00 in. Spacing Tables Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered Stopping Point 2 − − 1 2 2 4 107 105 27 108 110 6 125 15 3 18 128 8 135 7 1 8 136 10 142 6 1 10 146 12 148 2 1 12 158 14 207.2394415 49.23944151 4 56 214 17.27 0 #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A

Area of Steel @ Interior Span Mid Span

4.58

in.^2

Bar Selection No. of Bars # As 8 7 4.8 in.^2 Placement of Negative Moment Steel = 41 in. Needed Development Length ld = 63.03 in. Is a Hook required? = YES Development length of Hook ldh = 14.66 in. Minimum Stirrup Spacing S* = 2.00 in. Maximum Spacing Smax = 14.00 in. Spacing Tables

Actual

Spacing Theoretical Stopping point Length Required to cover No. of Spaces Actual Length Covered ping Point 2 − − 1 2 2 4 109 107 27 108 110 6 127 17 3 18 128 8 138 10 2 16 144 10 145 1 1 10 154 12 150 -4 -1 -12 142 14 154 12 1 14 156 16 156 0 0 0 156 17.35

Actual Stop-

Girder Design Overview

S 124

107.00

height 11

136.00 107.00

78.00

Given

(span) Girder (span) Beam Tributary Width Light Weight Concrete All Steel is Grade 60 fc' fy

DL LL

22 31 687 115

(span) Girder (span) Beam Tributary Width Light Weight Concrete All Steel is Grade 60 fc' fy

4000 60000 Load 0.332 k 0.05 k 0.1 k

Office Roof

Tributary Width 228.084 34.35 68.7

DL LL

1%.

%1%/+(,% -!$0 -, -,#/%1% !,$ 1%%*

-*2+,

height 11

Level Level Level Level

Step 4

%3%*

%3%* %3%* %3%*

Step 5

Level Level Level Level

R-10 9-7 6-4 3-1

169.00

1.13

150.00 136.00 107.00

1.13 1.09 1.04

93.00 78.00 64.00 49.00 35.00 20.00

height 11 10 9 8 7 6 5 4 3 2

180.00 169.00 150.00 136.00 107.00 93.00 78.00 64.00 49.00 35.00 20.00

1.17

0.96 0.93 0.85 0.81 0.70 0.70 Kz

1.17 1.13 1.13 1.09 1.04 0.96 0.93 0.85 0.81 0.70 0.70

19.28

31.599

17.63

16.80

29.857

24.26

p=qz(0.6)+18.1

23.43

1040.00

Atrib

19.91

32.035

17.63

1040.00

30.438

14.52

1040.00

p=qz(1.15)+18.1

23.43

32.657

Atrib

qz = .00256(Kz)(90)2 p=qz(1.15)+18.1 24.26 23.43 23.43 22.60 21.57 19.91 19.28 17.63 16.80 14.52 14.52 EXTERIOR FRAME

8.30

8.20 8.07

260.00 260.00 260.00 260.00 260.00 260.00 Atrib

260.00 257.00 258.00 259.00 260.00 260.00 260.00 260.00 260.00 260.00 260.00

8.49 8.26

258.00 259.00 260.00

30.044 29.671 28.675 28.178 26.809 26.809

32.657 32.159 32.159 31.661 31.039 30.044 29.671 28.675 28.178 26.809 26.809

260.00

29.39

257.00

32.159 31.661 31.039

EXTERIOR FRAME

29.39

1040.00

32.159

23.43 22.60 21.57

31.66

31.05

1040.00

28.261

qz = .00256(Kz)(90)2

33.32

32.86

1040.00

28.261

14.52

35.81

35.24 34.52

1040.00

29.857

36.49 35.78

1039.00 1040.00

31.599

16.80

1038.00

33.922 33.196

19.28

1040.00

29.39

1037.00

34.502

22.60 21.57

31.05

29.39

1040.00

34.502

23.43

19.91 19.28 17.63 16.80 14.52 14.52

35.083

31.66

1040.00

28.261

qz = .00256(Kz)(90)2

32.86

1040.00

28.261

14.52

24.26

1040.00

30.438

14.52

34.52

33.32

7.81 7.71 7.46 7.33 6.97 6.97 85.57 P

8.49 8.26 8.30 8.20 8.07 7.81 7.71 7.46 7.33 6.97 6.97 85.57

Tributary Width 185.92 28 56

) ) ) )

Ag=Pu/.8p[.85fc'(1-pg)+fypg] 286.28 in^2 564.11 in^3 841.93 in^4 1027.15 in^5

Column

16.92 23.75 29.02 32.05

Determine Loads on Concrete and Steel Load on Concrete .8pAg[.85(4.0)(1-.03)]

Level Level Level Level

R-10 9-7 6-4 3-1

" " " "

490.96 967.42 1443.88 1761.53

Load on Steel .8pAg[.85(4.0)(1-.03)]

k k k k

Level Level Level Level

R-10 9-7 6-4 3-1

267.96 528.00 788.05 961.42

k k k k

Step 5 Maximum design axial load stregnth of steel

Maximum design axial load stregnth of steel

Ast= 249/.80p(fyt)

249/(.8)(.65)(60)

10.53605939 20.7611371 30.98621481 37.80293328

Possible Selections of Steel Need Multiples of 4 Level Level Level Level

R-10 9-76-4 3-1

-!$ -, 1%%* . '

) ) ) )

180.00

1040.00

Level R/11/10 Level 9/8/7 Level 6/5/4 Level 3/2/1 758.912 1495.424 2231.936 2722.944

Step 3

-!$ -, -,#/%1% . ' %3%*

%3%* %3%* %3%*

0.70

33.196

32.035

Factored Load Reduced Live Load Combined Load DD and LL 223.104 44.8 22.4 245.504 89.6 44.8 267.904

%3%* %3%* %3%* %3%*

%3%*

%3%* %3%* %3%*

Load 0.332 k 0.05 k 0.1 k

0.85

0.81

21.57

19.91

((B13)/(.80(.65)(.85(4)(a-.03)+60(.03))))

!#1-/%$ -!$ %$2#%$ (3% -!$ -+"(,%$ -!$ !,$

' 2 . &# .' &4.'

(, (, (,

4000 60000

Office Roof

1%.

23 40.5 560 115

0.96

0.93

35.00

7 6 5 4 3 2

Level Roof

1.09 1.04

20.00

10 9 8

Given

1.13

64.00

1.17 1.13

49.00

Exterior Column

93.00

Interior Column

180.00

0.70

150.00

Roof

0.70

20.00

9 8

Level

0.81

35.00

169.00

Wind Loads Exterior

0.85

49.00

2 wind loads

Roof

0.93

64.00

Level

0.96

78.00

Wind Loads Interior

1.04

93.00

Level Level Level Level

Cover

Core Size 1.5 1.5 3 5

Square Area 16 23 26 26

256 529 676 676

R-10 9-7 6-4 3-1

8.588345354 16.92319763 25.25804991 30.8146181

Bar Number

Possible Selections of Steel Need Multiples of 4

12 20 24 24

Level Level Level Level

#9 #9 #9 #9

R-10 9-7 6-4 3-1

12 20 16 16

Cover

#9 #9 # 11 # 11

Column Design/ Wind Loads

Core Size 1.5 1.5 1.5 3

Square Area 14 21 26 26

196 441 676 676

Bar Number 12 16 20 24

#9 #9 #10 #9

S 125