Work Sample by Angeline Stimpson

A KS

work sample Angeline Stimpson

A KS

fine arts addition and renovation Location: Geneseo, IL Role: Structural Design & Production

Project Scope: â&#x20AC;˘ Addition = 850 seat Concert Hall, band room, choral room, and a Fine Arts lobby. â&#x20AC;˘ Renovation = 300 seat Theater, 21st century classrooms and updated administration area.

Geneseo High School

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A KS

fine arts addition and renovation Geneseo High School

A KS

student success center Location: Decatur, IL Role: Structural Design & Production

Project Scope: â&#x20AC;˘ Addition = 12,000 sf administrative wing. â&#x20AC;˘ Renovation = 11,000 sf new student success center.

Richland Community College

A 14

W14X48 D2

DEMOLITION NOTES

W12X14 W16X26 W12X14

W14X90

MAINTAIN EXISTING FIRE RATINGS OF AFFECTED WALLS, FLOORS AND CEILINGS.

5 PATCH ALL EXISTING CONSTRUCTION TO REMAIN WHERE ADJACENT WALLS OR OTHER ITEMS ARE REMOVED. MATCH ADJACENT CONSTRUCTION.

L3 X3 X3 /1 6

W18X40 W18X35

W12X14

W12X14 W16X26 W12X14

W14X90

W12X14

W12X14 W16X26 W12X14

8 HSS6X6X.3125

W12X14

SD101

W12X14

W18X35

W21X44

W12X14

NOTE: COORD. DEMOLITION WITH ARCHITECTURAL DWGS.

HSS6X6X1/2

PORTION OF EXISTING STEEL BRACE TO REMAIN - FIELD VERIFY LOCATION

N129b

W10X49

W12X14

W16X26

HSS6X6X.3125

8' 31 8X W

W12X14

W12X14 D5

2' - 7"

DEMOLITION ELEVATION 5D 1/4" = 1'-0"

W12X14

W16X26

HSS2-1/2X1-1/2X.1875

W12X14

HSS6X6X1/2

DEMOLISH PORTION OF EXISTING STEEL BRACE TO ACCOMMODATE OPENING IN EXISTING WALL.

W12X14

HSS6X6X.3125 W10X33

T/ SLAB 100' - 0" 3' - 4"

W12X14

HSS6X6X.3125

W16X26

W12X14

W18X40

W10X49

W14X74

W16X26

L3 X3 X3 /1 6

DEMOLISH PORTION OF EXISTING STEEL BRACE TO ACCOMMODATE NEW OPENING IN EXISTING WALL

W12X14

W12X14 W14X74

W16X26 W12X14

HSS2-1/2X1-1/2X.1875

DOOR N129b - SEE A101 FOR DETAILS.

PORTION OF EXISTING STEEL BRACE TO REMAIN FIELD VERIFY LOCATION

W14X74

31 8X W

VERIFY WITH ARCHITECT PRIOR TO MODIFICATION OR REMOVAL OF ANY STRUCTURAL ELEMENTS, COLUMNS, BEAMS, LINTELS, BEARING WALLS, CUTTING OF FLOOR OPENINGS, ETC.

W10X49

E-1

EXISTING STEEL FRAMING

REMOVE BOTTOM PORTION OF EXISTING COLUMN UP TO 10'-8 7/8" A.F.F. DEMOLISH COLUMN BASEPLATE, ANCHOR BOLTS AND SURROUNDING SLAB. REMOVE PORTION OF EXISTING DECK AS NECESSARY TO ACCOMODATE SKYLIGHTS IF ALTERNATE G-3 IS ACCEPTED. SKYLIGHT FRAMING SHOWN ON SHEET A301 WILL SIT ON THE BEAM ADJACENT TO THE DEMOLITION WORK.

ITEMS INDICATED TO REMAIN THAT ARE INADVERTENTLY REMOVED OR DAMAGED SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE.

W12X14

W12X14 D4

W12X14

COORDINATE DEMOLITION WITH DETAIL 5A/A301.

W12X14

W21X44

W12X14

6 /1 X3 X3 L3

ALL SURFACES DISTURBED OR EXPOSED DURING DEMOLITION SHALL BE PATCHED AND REPAIRED TO MATCH ADJACENT SURFACES.

W21X44

W12X14

W21X44

REFER TO ARCHITECTURAL/ MECHANICAL/ ELECTRICAL/ PLUMBING DRAWINGS FOR REMAINDER OF DEMOLITION WORK.

W21X44

W12X14

HSS 6X3 X.31 25

W16X67

THIS DRAWING AND ALL OTHER DEMOLITION NOTES / PLANS IN THIS SET DO NOT LIMIT THE EXTENT OF THE REQUIRED DEMOLITION WORK. CONTRACTOR IS RESPONSIBLE FOR ALL DEMOLITION WORK REQUIRED TO COMPLETE WORK INDICATED.

W12X14

REMOVE BOTTOM PORTION OF EXISTING COLUMN UP TO 13' - 5 3/4" A.F.F. DEMOLISH COLUMN BASEPLATE, ANCHOR BOLTS AND SURROUNDING SLAB. REMOVE BOTTOM PORTION OF EXISTING COLUMN UP TO 19'-0 3/4" A.F.F. DEMOLISH COLUMN BASEPLATE, ANCHOR BOLTS AND SURROUNDING SLAB.

H SS 8X 6X 1/ 4

W12X14

D4 DEMOLITION WORK NOTED IS PART OF ALT. G-3 FOR SKYLIGHTS

W10X49

7' - 4"

FIELD VERIFY ALL CONDITIONS AND DIMENSIONS. CONDITIONS MAY VARY SLIGHTLY FROM THOSE ILLUSTRATED.

W12X14

L3 X3 X3 /1 6

W12X14

6 /1 X3 X3 L3

W14X48

7C SD101

W12X14

16'

HSS6X6X.3125 W12X14

W12X14

DEMOLITION GENERAL NOTES

W16X26 W12X14

W12X14

W12X14 W14X90

W21X44

6' - 0"

MIN.

W8X40

W12X14 W14X90

W16X26 W12X14

W12X14

25 X.31 6X3 HSS

W10X49

L3 X3 X3 /1 6

W10X33

W10X49

S102

W12X14

W12X14 W14X90

W16X26 W12X14

W12X14

E-E

+/- 5' - 3"

HSS5X5X5/16

DEMOLITION SLAB PLAN 1/8" = 1'-0"

W12X14

W21X44

E-D

W12X14

SD101

11 W8X40

W8X40

W12X14

HSS6X6X.3125

W14X90

E-1

DEMOLISH EXISTING SLAB AS NEEDED FOR COLUMN AND FOOTING INSTALLATION

W14X61

W 24 X5 5

E-2

E-C

W12X14

W21X44

MIN.

W12X14

6 /1 X3 X3 L3

6' - 0"

X L3

16 3/ 3X

+/- 5' - 3"

W 21 X5 0

W10X49

6 DEMOLISH PORTION OF EXISTING FOUNDATION AND SLAB AS NEEDED FOR SLAB INFILL AS SHOWN IN DETAIL 5C/S102. FIELD VERIFY LOCATION, ELEVATION AND SIZE OF EXISTING FOUNDATIONS.

W12X14

HSS2-1/2X1-1/2X.1875 W12X14

HSS2-1/2X1-1/2X.1875

W 18 X4 0

W 27 X1 14

W8X31

SD101

EXISTING SLAB TO BE CUT AND REPLACED - COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

W16X26

W12X14

W 8X 31

MIN.

6' - 0"

E-B

W12X14

25 X.31 6X3 HSS

DEMOLISH EXISTING SLAB TO REMOVE PORTION OF EXISTING COLUMN, COLUMN BASEPLATE AND ANCHORBOLTS

0 X4 18 W

E-A

0 X4 18 W

HSS2-1/2X1-1/2X.1875 HSS6X6X.3125

HSS6X6X.3125

W12X14 W16X26

W12X14

0 X4 18 W

DEMOLISH EXISTING SLAB AS NEEDED FOR COLUMN AND FOOTING INSTALLATION

HSS6X6X.3125

W16X26

W8X31

0 X4 18 W

DEMOLISH EXISTING FOUNDATION AND SLAB AS NEEDED FOR COLUMN A-7 AND A-9. FIELD VERIFY LOCATION, ELEVATION AND SIZE OF EXISTING FOUNDATIONS.

31 8X W

W 27 X8 4

E-2

W8X31

MIN.

HSS6X6X.3125 W12X14

HSS6X6X5/16 W8X48

0 X4 18 W

6' - 0"

W6X9

W12X16

DEMOLISH PORTION OF EXISTING FOUNDATION AND SLAB AS NEEDED FOR SLAB INFILL AS SHOWN IN DETAIL 5C/S102. FIELD VERIFY LOCATION, ELEVATION AND SIZE OF EXISTING FOUNDATIONS.

SS 8X 6X 1/ 4

4 X8 27 W

5C S102

W21X44

W18X40 W8X24

EXISTING SLAB TO BE CUT AND REPLACED - COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

W 8X 31

1 DEMOLISH EXISTING SLAB TO REMOVE PORTION OF EXISTING COLUMN, COLUMN BASEPLATE AND ANCHORBOLTS

W10X22

W12X16

W8X31

13 A

HSS 6X3 X.31 25

EXISTING SLAB TO BE CUT AND REPLACED COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

HSS6X6X5/16

W8X15

W 21 X4 4

E-C

W8X15

W 16 X2 6

E-B

W8X15

W 27 X8 4

E-A

DEMOLITION SLAB PLAN NOTES: 1. DENOTES AREAS WHERE EXISTING SLAB ON GRADE IS TO BE CUT AND REPLACED. 2. DEMOLISH ENOUGH SLAB ON GRADE AS NECESSARY TO INSTALL FOUNDATION WORK AND STEEL FRAMING. 3. COORDINATE ALL SLAB DEMOLITION WITH 'DEMOLITION FRAMING PLAN' ON SD101, SLAB INFILL DETAIL 4N/S102 AND RETROFIT DETAILS ON S302. 4. ALL DEMOLITION TO BE COORDINATED WITH ARCHITECTURAL AND MEP DRAWINGS.

HSS6X6X.3125

W12X14

HSS2-1/2X1-1/2X.1875 HSS6X6X.3125

HSS6X6X.3125

W12X14 5D SD101

ALL BEAMS ALONG THESE TWO COLUMN CENTERLINES TO REMAIN.

11 W10X49

NOTE: COORDINATE DEMOLITION WITH ASSOCIATED RETROFIT DETAIL ON S302.

DEMOLISH EXISTING SLAB AND FOUNDATION WALL AS NEEDED TO REMOVE COLUMN, COLUMN BASEPLATE AND ANCHOR BOLTS.

DEMO TO 110' - 8 7/8"

NOTE: COORDINATE DEMOLITION WITH ASSOCIATED RETROFIT DETAIL ON S302.

DEMO TO 119' - 0 3/4"

EXISTING FOOTING TO REMAIN

W10X49

HSS6X6X5/16

DEMOLISH EXISTING SLAB AS NEEDED TO REMOVE COLUMN, COLUMN BASEPLATE AND ANCHOR BOLTS.

T/ EXISTING SLAB 100' - 0"

DEMO FRAMING PLAN NOTES: 1. FIELD VERIFY ALL EXISTING CONDITIONS. 2. EXISTING STRUCTURE IS LABELED IN THIS PLAN FOR REFERENCE ONLY.

W8X31

NOTE: COORDINATE DEMOLITION WITH ASSOCIATED RETROFIT DETAIL ON S302.

DEMO TO 113' - 5 3/4"

SUPPORT EXISTING STEEL DURING DEMOLITION

DEMO TO 113' - 5 3/4"

DEMOLISH EXISTING SLAB AS NEEDED TO REMOVE COLUMN, COLUMN BASEPLATE AND ANCHOR BOLTS.

T/ EXISTING PIER 100' - 0" FIELD VERIFY

FIELD VERIFY EXISTING CONDITIONS. EXISTING FOOTINGS TO REMAIN.

0' 7A

DEMOLITION ELEVATION 3 1/8" = 1'-0"

16'

0' 7C

16'

DEMOLITION ELEVATION 2 1/8" = 1'-0"

DEMOLITION ELEVATION 1 1/8" = 1'-0"

16'

DEMOLITION FRAMING PLAN 1/8" = 1'-0"

Addenda #2

11/24/14

Addenda #3

CHECKED

APPROVED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:54:44 PM

State of Illinois

#001.020239 T

7/31/14

Timothy R. Ervin

APPROVED

TRACED

Addenda #1

7/24/14

AKS

OF I L L I

REMARKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

STRUCTURAL DEMOLITION PLAN

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

SD101 ISSUED FOR CONSTRUCTION

E-B

LINTEL SCHEDULE

L-4a

0 to 1'-4"

PL 1/4" x 3 1/2"

L-4b

1'-5" to 6'-0"

L 4x4x3/8"

L-4c

6'-1" to 8'-0"

L 6x4x3/8"

L-4d

8'-1" to 10'-0"

L 7x4x7/16"

3. UNLESS NOTED OTHERWISE, DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS ARE INTENDED TO BE TYPICAL FOR SIMILAR CONDITIONS.

L-4d 10'-1" to 12'-0"

L 8x4x5/8"

L-8a

PL 1/4" x 7 1/2"

4. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF INSERTS, HANGERS, SLEEVES, DUCTWORK, PADS AND ANCHOR RODS THAT ARE REQUIRED BY MECHANICAL EQUIPMENT.

Ps = 17psf

Ps = 22psf 6' - 0"

0 to 1'-4"

L-8b

0 to 4'-0"

8" CMU LINTEL w/ (1) #4 BAR

L-8c

4'-1" to 8'-0"

8" x 16" CMU LINTEL w/ (1) #5 BAR (1) #3 VERT. BAR @ 16" O.C.

L-8d

8'-1" to 10'-0"

8" x 16" CMU LINTEL w/ (2) #5 BAR (1) #3 VERT. BAR @ 16" O.C.

L-8e 10'-1" to 12'-8"

8" x 24" CMU LINTEL w/ (2) #6 BAR (1) #3 VERT. BAR @ 16" O.C.

GENERAL NOTES: 1. DIAGRAM SCHEMATICALLY SHOWS LOCATION, LENGTH AND MAXIMUM SNOW DRIFT. 2. DRIFT LOADS SHOWN DO NOT INCLUDE THE BALANCED SNOW LOAD.

SNOW LOAD DIAGRAM 1" = 40'-0"

20'

2. DIMENSIONS ON STRUCTURAL DRAWINGS ARE TO BE CHECKED AGAINST THE ARCHITECTURAL DRAWINGS AND SITE SURVEY AS WELL AS AGAINST FIELD CONDITIONS BY CONTRACTORS. VERIFY ANY DISCREPANCIES, CONFLICTING CONDITIONS OR DIMENSIONS WITH ARCHITECT BEFORE PROCEEDING WITH THE WORK.

27 psf

3D STRUCTURE 1" = 30'-0" NOT TO SCALE

40'

4" MIN.

TYP. WALL REINFORCING NOT SHOWN FOR CLARITY

2. THE SOIL SUBGRADE FOR ALL FOOTINGS AND SLABS SHALL BE INSPECTED AND APPROVED BY THE TESTING LABORATORY IMMEDIATELY PRIOR TO PLACING CONCRETE. IMMEDIATELY NOTIFY THE ARCHITECT IN THE EVENT THAT THE SOIL CONDITIONS ENCOUNTERED VARY FROM THOSE SHOWN IN THE SOILS REPORT. 3. ALL FOOTING AND SLAB SUBGRADES, INCLUDING PIT SLABS, SHALL BE COMPACTED TO THE PERCENTAGE NOTED IN THE SOILS REPORT. 4. ALL ORGANIC AND/OR OTHER UNSUITABLE MATERIALS SHALL BE REMOVED FROM SUBGRADE AND BACKFILL AREAS AND BACKFILLED WITH LEAN CONCRETE OR SELECT FILL, COMPACTED TO THE PERCENTAGE NOTED IN THE SOILS REPORT. LIFT THICKNESS SHALL BE MINIMIZED TO ALLOW FOR EFFICIENT COMPACTION. NO FILL SHALL BE PLACED OVER A PREVIOUS LIFE WHICH HAS NOT BEEN ADEQUATELY COMPACTED.

8" 0' -

#4 @ 18" O.C.

6" TYP.

#4 @ 18" O.C. ALL AROUND @ PAD

2. 3. 4.

#4 CONT. (TYP.)

FOOTING TYPICAL FOOTING REINFORCING

2 - #4 x 36" LONG BARS

WALL

5. 6. 7.

DRILL & EPOXY INTO SLAB

EQUIP. PAD DETAIL

NOTE: SEE MECH. DRAWINGS FOR SIZE AND LOCATION OF PADS

2L 6x4x3/8"

L-8g

8'-1" to 10'-0"

2L 7x4x3/8"

L-8h 10'-1" to 12'-8"

2L 8x4x7/16"

LINTEL SCHEDULE NOTES:

DRILL & EPOXY INTO SLAB

CURB DETAIL

MECHANICAL SLEEVE

FOUNDATION WALL PENETRATION DETAIL TYP. 3A 3/4" = 1'-0"

4'-1" to 8'-0"

(2) #4 BARS x 2'-6" LONG, EACH SIDE OF PENETRATION

M AX

#4 @ 18" O.C.

L-8f

5. WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF A FOUNDATION WALL OR GRADE BEAM, PLACE BACKFILL SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS OR GRADE BEAM AT UNIFORM LEVELS OF FILL.

1' - 4"

(2) ADDITIONAL #4 BARS x 4'-0" LONG OVER FOUNDATION WALL PENETRATION

1' - 2"

0' 1' 2' REINFORCEMENT @ RE-ENTRANT SLAB TYP. 3D 1/2" = 1'-0"

4' EQUIP. PAD & CURB DETAIL TYP. 3F 3/8" = 1'-0"

ALL OPENINGS THROUGH MASONRY WALLS, INCLUDING ALL OPENINGS REQUIRED BY THE MECHANICAL TRADES, SHALL HAVE LINTELS SIZED IN ACCORDANCE WITH THIS LINTEL SCHEDULE, UNLESS NOTED AND/OR DETAILED OTHERWISE. GALVANIZE ALL STEEL LINTELS IN EXTERIOR WALLS. INSTALL ANGLE LINTELS LONG LEG VERTICAL, UNLESS NOTED OTHERWISE. PROVIDE (1) #4 VERTICAL BAR IN THE CORE OF THE BLOCK AT EACH END OF MASONRY OPENINGS MEASURING UP TO AND INCLUDING 8'-0". PROVIDE (1) #5 BAR IN THE CORE OF THE BLOCK AT EACH END OF OPENINGS MEASURING OVER 8'-0". FULLY GROUT CORES AT BAR LOCATIONS. TYPICAL, ALL BLOCK 6" THICK AND GREATER. ATTACH STEEL LINTELS TO COLUMNS IF MINIMUM BEARING LENGTH IS NOT AVAILABLE. STITCH WELD STEEL MEMBERS TOGETHER TO ACT AS A SINGLE UNIT. CONTRACTOR MAY PROVIDE EITHER STEEL OR MASONRY LINTEL PER LINTEL SCHEDULE. COORDINATE WITH ARCHITECT. NO PENETRATIONS FOR ANY EQUIPMENT, INCLUDING MECHANICAL, PLUMBING AND FIRE PROTECTION, ARE ALLOWED THROUGH ANY MASONRY LINTEL. OPENINGS 2" AND GREATER IN DIAMETER AND CLOSER THAN 8" TO ANOTHER MASONRY OPENING ARE TO BE CONSIDERED AS ONE OPENING AND THE DISTANCE BETWEEN THE OPENINGS ARE TO BE USED AS THE WIDTH IN THE LINTEL SCHEDULE.

LINTEL SCHEDULE 1/2" = 1'-0"

BOND BREAKER CONTINUOUS

EXTERIOR COLUMN

15 E-A

E-B

E-D

10. THE CONTRACTOR SHALL PROTECT ALL NEW AND EXISTING UTILITIES FROM DAMAGE. BRACE AND SUPPORT THE UTILITIES TO PREVENT SETTLEMENT, DISPLACEMENT OR DISTURBANCE TO THE UTILITY. CONCRETE 1. UNLESS NOTED OTHERWISE, CONCRETE SHALL BE NORMAL WEIGHT CONCRETE AND SHALL DEVELOP 4,000 PSI MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS. 2. SLABS ON GRADE SHALL BE 5” THICK NORMAL WEIGHT CONCRETE REINFORCED WITH W.W.F. 6x6W2.9Xw2.9 AND PLACED ON 15 MIL. VAPOR BARRIER OVER 6” COMPACTED GRANULAR FILL.

11 E-2 4

3. VERTICAL WALL CONSTRUCTION JOINTS SHALL BE FORMED WITH VERTICAL BULKHEADS AND KEYWAYS. WALL REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT OR SHALL BE DOWELED WITH AN EQUIVALENT AREA OF REINFORCEMENT. WIRE BRUSH, CLEAN AND MOISTEN ALL CONSTRUCTION JOINTS IMMEDIATELY PRIOR TO PLACING NEW CONCRETE.

T/ PIER ELEV.= 99'-0" U.N.O. SLAB ON GRADE CONTROL JOINT, TYP. 24" DIA.

FILL PIER POCKET w/ CONCRETE AFTER STEEL ERECTION

PIER REINFORCEMENT - SEE PIER SCHEDULE ON S101

COLUMN FOOTING - SEE SCHEDULE ON S101

DOWEL SIZE & SPACING MATCH VERTICAL PIER REINFORCING

2. ANCHOR RODS SHALL BE ASTM F1554, GRADE 36, 1" DIAMETER WITH 12" MINIMUM EMBEDMENT, UNLESS NOTED OTHERWISE. 3. ALL STRUCTURAL STEEL SHALL BE STRAIGHT AND FREE OF TWIST. COLUMN BEARING ENDS SHALL BE TRUE ANS SQUARE. ALL COLUMNS SHALL BE PLUMB AND LEVEL BEARING. 4. HIGH STRENGTH BOLTING SHALL BE DONE IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS" AND BOLTS SHALL BE 3/4” DIAMETER MINIMUM.

6. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE EITHER AISC SINGLE PLATE OR DOUBLE ANGLE SHEAR CONNECTIONS USING A325-N BOLTS. 7. BEAMS AND JOISTS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP. PROVIDE CAMBERS AS INDICATED ON THE DRAWINGS. 8. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT THE PRIOR WRITTEN APPROVAL OF THE ARCHITECT. 9. ALL EXTERIOR MASONRY SHELF ANGLES AND LINTELS SHALL BE HOT-DIPPED GALVANIZED ACCORDING TO ASTM A123. STEEL JOISTS

3. UNLESS NOTED OTHERWISE, HANGING LOADS FROM JOISTS SHALL BE ONLY FROM DIAGONAL INTERSECTION POINTS AND ONLY WITH ACCEPTABLE JOIST HANGER DEVICES. 4. THE GENERAL CONTRACTOR SHALL COORDINATE COLUMN CAP PLATES WITH THREADED STUDS AS REQUIRED FOR JOIST SEAT ATTACHMENT WITH THE STEEL FABRICATOR. STRUCTURAL METAL DECK 1. METAL DECKING SHALL BE WELDED AT 12 INCHES MAXIMUM ON CENTER TO THE SUPPORTING STEEL, WITH A MINIMUM 5/8-INCH DIAMETER WELD. SIDE LAPS SHALL BE FASTENED AT 24 INCHES MAXIMUM ON CENTER., UNLESS NOTED OTHERWISE. NO WELD OR FASTENER SPACING SHALL BE GREATER THAN THAT RECOMMENDED BY THE DECK MANUFACTURER. 2. THE METAL DECK SHALL BE DESIGNED TO BE CONTINUOUS OVER THREE (3) SPANS IN THE DIRECTION INDICATED. SINGLE AND DOUBLE SPANS, IF REQUIRED, SHALL SATISFY LOAD AND DEFLECTION REQUIREMENTS. 3. PROVIDE CONTINUOUS 16 GA. MINIMUM SHEET METAL CLOSURES AT SLAB OPENINGS AND SLAB EDGES AND CONTINUOUS DECK CLOSURE AT DECK ENDS. 4. PROVIDE, AS REQUIRED, RIDGE AND VALLEY PLATES, COLUMN CLOSURES, CANT STRIPS, SUMP PLATES AT PIPING PENETRATIONS AND RECESSED SUMP PANS AT ROOF DRAINS. PROVIDE SUPPLEMENTAL FRAMING AT OPENINGS AS REQUIRED FOR SUPPORT OF THE METAL DECK. OPENINGS SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 5. ANY METAL DECK OPENING THAT IS 12-INCH DIAMETER OR LARGER OR ANY GROUP OF OPENINGS THAT PENETRATE MORE THAN ONE METAL DECK RIB SHALL BE FRAMED WITH SUPPLEMENTAL STEEL FRAMING AS ACCEPTABLE TO THE ARCHITECT. 6. A 50 LB. MAXIMUM CONCENTRATED LOAD MAY BE HUNG DIRECTLY FROM THE COMPOSITE DECK PROVIDED NO OTHER DECK SUPPORTED HANGER IS WITHIN A 30" RADIUS. THIS NOTE SUPERSEDES ANY SIMILAR NOTES ON THE MEP/FP DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND INSTALLING AN APPROPRIATE ANCHORING SYSTEM. 7. A 20 LB. MAXIMUM CONCENTRATED LOAD MAY BE HUNG DIRECTLY FROM METAL ROOF DECK OR FORM DECK. 8. PROVIDE W.W.F. 6x6-W1.4 x W1.4 REINFORCING AT ALL SLABS ON METAL DECK. REINFORCING FIBERS ARE NOT ALLOWED ON SLABS ON METAL DECK.

DEPRESSED SLABS SHALL MAINTAIN FULL THICKNESS UNLESS NOTED OTHERWISE.

8. FOR ELEVATED CONCRETE ON METAL DECK, PROVIDE ADDITIONAL CONCRETE AS NECESSARY TO ACHIEVE FLOOR FLATNESS AND FLOOR LEVELNESS SPECIFIED. ANTICIPATED DEFLECTIONS OF BEAMS AND GIRDERS ARE APPROXIMATELY 1/2" BELOW THE DESIGN ELEVATION.

INTERIOR COLUMN

1. REINFORCEMENT SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60. REINFORCEMENT TO BE WELDED SHALL CONFORM TO ASTM SPECIFICATION A706, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPECIFICATIONS A185, FLAT SHEETS ONLY.

T/ FOOTING ELEV.=VARIES

2. CORNER BARS SHALL BE PROVIDED AT WALL CORNERS EQUAL TO THE HORIZONTAL WALL REINFORCEMENT.

ISOLATION JOINT

5H 1

4. THE CONCRETE COVER PROVIDED FOR ALL REINFORCEMENT SHALL COMPLY WITH ACI, 318, LATEST ADDITION. THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT UNLESS NOTED OTHERWISE:

PIER DETAIL TYP. 3/4" = 1'-0" 0'

FIRE PROOFING DIAGRAM - HIGH 5A 1/32" = 1'-0"

16'

32'

64'

COLUMN ISOLATION JOINT DETAIL TYP. 5F 3/4" = 1'-0"

COVER. (INCHES) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.....................3 CONCRETE EXPOSED TO EARTH OR WEATHER: NO. 6 THROUGH NO. 18 BARS................................................................................2 NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER...............................................1 1/2 CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS NO. 11 BAR AND SMALLER...........................................................................3/4 BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS.........................1 1/2

1 1/2" ACOUSTIC DECK

(2) 3/4" BOLTS ROOF JOIST

5. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT THE POSITIONS INDICATED. PLASTIC COATED OR STAINLESS STEEL ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE WORK.

BEAMS SUPPORTING CURTAIN WALL TO RECEIVE 1hr INTUMESCENT PAINT

E-D

E-E

11 E-2

BEAM AND COLUMNS EMBEDDED IN EXISTING WALL TO RECEIVE 2hr INTUMESCENT PAINT

10 6

E-1

LONG BARS

E-B E-C

KEY NOTES: 1. INDICATES THE AREA WHERE 2hr SPRAY FIRE PROOFING IS TO BE APPLIED TO BEAMS. 2. INDICATES THE AREA WHERE 1hr SPRAY FIRE PROOFING IS TO BE APPLIED TO BEAMS. 3. SPRAY FIRE PROOFING IS ONLY APPLICABLE TO INTERIOR BEAMS. 4. COORDINATE SPRAY FIRE PROOFING WITH STEEL SHOP PRIMER. 5. SEE THE COLUMN SCHEDULE ON S301 FOR INTUMESCENT PAINT AND SPECIAL COATING REQUIREMENTS FOR COLUMNS.

CL OF COLUMN & FOOTING

EXTEND JOIST BOTTOM CHORDS TO STABILIZER PLATE 6x6x1/2" STABILIZER PLATE

SHORT BARS

5 BITUMINOUS COATING, COLUMN & BASEPLATE

ROOF MECH FLOOR

MORTAR FOR MASONRY, CONFORMING TO ASTM C270 =TYPE N

CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90.

5. VERTICAL CELLS TO BE FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE A CONTINUOUS, UNOBSTRUCTED OPENING OF THE DIMENSIONS SHOWN ON THE PLANS. CELLS THAT WILL CONTAIN VERTICAL REINFORCEMENT SHALL HAVE A MINIMUM TWO (2) INCH CLEAR OPENING. REBAR POSITIONERS SHALL BE USED FOR ALL VERTICAL REINFORCEMENT.

8. SOLID MASONRY UNITS SHALL BE LAID WITH FULL HEAD AND BED JOINTS. POINTS OF BEARING SHALL BE ON TWO (2) COURSES OF SOLID MASONRY OR TWO (2) COURSES OF HOLLOW MASONRY GROUTED SOLID. CONSTRUCT WALLS IN RUNNING BOND PATTERN, U.N.O.

SEE SHEET S301 FOR BASE PLATE & ANCHOR BOLTS

SEE SCHEDULE FOR REINFORCING

7. HOLLOW UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO BE BEDDED, WHERE THEY ARE ADJACENT TO CELLS TO BE REINFORCED OR FILLED WITH GROUT, IN THE STARTING COURSE ON FOOTINGS AND SOLID FOUNDATION WALLS AND IN NONREINFORCED OR GROUTED PIERS, PILASTERS AND COLUMNS.

SEE FOUNDATION SECTIONS FOR REINFORCEMENT SIZE

T/ FOOTING ELEV.=99'-0"

NOTE: LAP REINFORCEMENT 40 BAR DIAMETERS

30 psf 150 psf

GROUND SNOW LOAD, BALANCED SNOW LOAD, SNOW EXPOSURE FACTOR, SNOW IMPORTANCE FACTOR, THERMAL FACTOR, RAIN ON SNOW SURCHARGE SLOPED ROOF FACTOR,

Pg = 25 psf Ps = SEE 'SNOW LOAD DIAGRAM' (2E/S001) Ce = 1.00 Is = 1.10 Ct =1.00 5 psf Cs = 1.0

WIND LOAD BASIC WIND SPEED (3 SEC GUST) WIND IMPORTANCE FACTOR, BUILDING CATEGORY WIND EXPOSURE CATEGORY ENCLOSURE CLASSIFICATION INTERNAL PRESSURE COEFFICIENT, DIRECTIONALITY, NET UPLIFT

120 mph Iw = 1.15 III B ENCLOSED BUILDING GCpi = +/-0.18 Kd = 0.85

COMPONENT AND CLADDING, C&C < 60' ROOF SURFACE PRESSURE (psf)

6. GROUT FOR FILLING REINFORCED OR NON-REINFORCED CELLS SHALL BE PLACED IN MAXIMUM FIVE (5) FOOT LIFTS AND CONSOLIDATED IN PLACE BY VIBRATION OR OTHER METHODS WHICH INSURE COMPLETE FILLING OF THE CELLS. ALL CELLS CONTAINING REINFORCING BARS OR ANCHOR RODS SHALL BE FULLY GROUTED.

ISOLATION JOINT, TYP. T/ SLAB ELEV.= 100'-0"

22 psf 60 psf

SNOW LOAD

AREA

10 sf

100 sf

500 sf

Negative Zone 1 Negative Zone 2 Negative Zone 3

-36 -56.5 -56.5

-29.3 -47.1 -47.1

-24.6 -40.6 -40.6

WALL AREA

SURFACE PRESSURE (psf) 20 sf 100 sf

Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 0 to 15' 16'

4. REINFORCEMENT BARS FOR MASONRY SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60. WHEN REINFORCEMENT IS TO BE WELDED, CONFORM TO ASTM A706, GRADE 60.

JOIST TO COLUMN CAP CONNECTION TYP. 6H 3/4" = 1'-0"

BEAMS SUPPORTING CURTAIN WALL TO RECEIVE 1hr INTUMESCENT PAINT

ROOF (DECK, INSUL, MEP., CEILING) MECH FLOOR (DECK, CONC., MEP, CEILING) LIVE LOADS

4. GROUT FOR MASONRY SHALL CONFORM TO ASTM C476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI.

TUBE COLUMN

BEAMS SUPPORTING CURTAIN WALL TO RECEIVE 1hr INTUMESCENT PAINT

DEAD LOADS, SUPERIMPOSED

1. THE MINIMUM NET AREA COMPRESSIBLE STRENGTH OF MASONRY (f'm) SHALL BE 1500 PSI AND SHALL CONSIST OF THE FOLLOWING COMPONENTS: NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS = 2150 PSI MINIMUM NET AREA COMPRESSIVE STRENGTH OF BRICK MASONRY UNITS = 3000 PSI MINIMUM

15 E-A

LAP ALL WELDED WIRE FABRIC A MINIMUM OF TWO FULL MESH PANELS AND TIE SECURELY.

MASONRY

DESIGN LOADS: LRFD

REINFORCEMENT

3. ALL CONCRETE FORMED SLAB OR WALL OPENINGS SHALL BE REINFORCED WITH 2 NO. 4 BARS, 24” LONG, PLACED ONE IN EACH FACE AT 45 DEGREES TO OPENING CORNERS.

5. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1 "STRUCTURAL WELDING CODE - STEEL", LATEST EDITION. ALL WELDING ELECTRODES SHALL COMPLY WITH AWS CODE REQUIREMENTS. THE MINIMUM FILLET WELD SIZE SHALL COMPLY WITH AISC REQUIREMENTS BUT SHALL NOT BE LESS THAN 3/16", UNLESS NOTED OTHERWISE. GRIND ALL EXPOSED WELDS SMOOTH.

E-1

1. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL PLATES, ANGLES, CHANNELS AND MISCELLANEOUS MATERIAL SHALL CONFORM TO ASTM A36. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B.

PROVIDE CONTINUOUS WATERSTOPS IN ALL OTHER WALLS ADJACENT TO BELOW GRADE SLABS.

6. SLABS ON GRADE SHALL BE PLACED IN STRIPS WITH A MAXIMUM WIDTH OF 30'-0" OR AS SHOWN ON PLAN. CONTROL JOINTS SHALL BE CUT WITHIN 24 HOURS AFTER THE CONCRETE HAS SET. CONTROL JOINTS SHALL NOT EXCEED 15'-0" INTERVALS IN EACH DIRECTION, AND SHALL BE LOCATED TO CONFORM WITH BAY SPACING WHEREVER POSSIBLE (E.G. AT COLUMN CENTERLINES, HALF-BAYS, THIRD-BAYS), UNLESS NOTED OTHERWISE.

SEE S301 FOR BASE PLATE & ANCHOR BOLTS

ISOLATION JOINT

1/2" ISOLATION JOINT, TYP. T/ SLAB ELEV.= 100'-0"

KEY NOTES: 1. INDICATES THE AREA WHERE 2hr SPRAY FIRE PROOFING IS TO BE APPLIED TO BEAMS. 2. INDICATES THE AREA WHERE 1hr SPRAY FIRE PROOFING IS TO BE APPLIED TO BEAMS. 3. SPRAY FIRE PROOFING IS ONLY APPLICABLE TO INTERIOR BEAMS. 4. COORDINATE SPRAY FIRE PROOFING WITH STEEL SHOP PRIMER. 5. SEE THE COLUMN SCHEDULE ON S301 FOR INTUMESCANT PAINT AND SPECIAL COATING REQUIREMENTS FOR COLUMNS.

E-E

STRUCTURAL STEEL

2. ROUND MEMBERS FOR BOTTOM CHORDS WILL NOT BE ACCEPTABLE FOR JOISTS. USE ONLY DOUBLE ANGLE BOTTOM CHORDS.

5. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF INSERTS, EMBEDDED PLATES, MASONRY ANCHORS, REGLETS, SLEEVES, DUCTWORK, PADS AND ANCHOR RODS. THE INSERTS, EMBEDDED PLATES, ETC. SHALL NOT INTERFERE WITH CONCRETE REINFORCEMENT LOCATION. THE GENERAL CONTRACTOR SHALL VERIFY ALL OPENINGS THROUGH WALLS WITH SHOP DRAWINGS, SHOWING OPENINGS IN THE SLABS INCLUDING, BUT NOT LIMITED TO, SLEEVE SIZES AND LOCATIONS, DUCT SIZE AND LOCATION, ETC.

BITUMINOUS COATING, COLUMN & BASEPLATE BELOW FINISHED FLOOR

14. ADDITIONAL REINFORCEMENT SHALL BE PLACED ADJACENT TO OPENING LARGER THAN 24" VERTICALLY OR HORIZONTALLY. SUCH REINFORCEMENT SHALL EXTEND NOT LESS THAN 24" BEYOND FACE OF OPENING AND SHALL CONSISTS OF ONE #5 VERTICAL BAR ON EACH SIDE OF OPENING AND TWO #5 HORIZONTAL BARS ABOVE AND BELOW OPENINGS. IN ADDITION, ONE #5 VERTICAL BAR SHALL BE PLACED AT ENDS OF WALLS.

7. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR ICE FROM PENETRATING ANY FOOTING OR SLAB SUBGRADE BEFORE AND AFTER PLACING OF CONCRETE UNTIL SUCH SUBGRADES ARE FULLY PROTECTED BY THE PERMANENT BUILDING STRUCTURE.

9. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO DESIGN AND PROVIDE TEMPORARY SHORING, UNDERPINNING, BRACING AND SUPPORT AS REQUIRED TO MAINTAIN STRUCTURAL INTEGRITY OF EXISTING STRUCTURES DURING CONSTRUCTION.

13. ALL LINTEL BEARINGS SHALL BE GROUTED TO THE FOUNDATION, UNLESS NOTED OTHERWISE.

1. JOISTS SHALL REQUIRE CONTINUOUS BRIDGING MEMBERS FASTENED DIRECTLY TO EACH JOIST. BRIDGING SHALL BE DESIGNED IN ACCORDANCE WITH THE "STEEL JOIST INSTITUTE SPECIFICATION" AND SHALL BE PROVIDED BY THE JOIST MANUFACTURER.

8. THE CONCRETE FOR EACH ISOLATED FOOTING SHALL BE PLACED IN ONE (1) CONTINUOUS PLACEMENT.

WALL

12. ALL REINFORCING BARS SHALL BE COMPLETELY EMBEDDED IN GROUT.

6. NO FOOTINGS OR SLABS SHALL BE PLACED ONTO OR AGAINST SUBGRADE CONTAINING FREE WATER, FROST OR ICE. SHOULD WATER, FROST OR ICE ENTER AN EXCAVATED AREA AFTER SUB-GRADE APPROVAL, THE SUB-GRADE SHALL BE REINSPECTED AFTER THE REMOVAL OF WATER FROST OR ICE.

DRAWINGS ARE NOT TO BE SCALED IN THE FIELD.

1. ALL SOIL SUPPORTED FOOTINGS SHALL BE FOUNDED UPON UNDISTURBED, NATURAL SUBGRADE WITH A MINIMUM ALLOWABLE BEARING CAPACITY OF 2000 PSF, AS INDICATED IN THE GEOTECHNICAL REPORT AND AS FIELD VERIFIED AND APPROVED BY THE SOIL TESTING LABORATORY.

80'

7" MAX.

2' - 3"

FOUNDATIONS

FOUNDATION WALL 7" MIN.

INTERNATIONAL BUILDING CODE, 2012 AMERICAN CONCRETE INSTITUTE AMERICAN INSTITUTE OF STEEL CONSTRUCTION LRFD AMERICAN WELDING SOCIETY STEEL DECK INSTITUTE STEEL JOIST INSTITUTE

Ps = 19psf

CODES: IBC ACI AISC AWS SDI SJI

BRG.

6' - 0"

AD DIT IO

WALL SHAPE MEMBER CONFIGURATION "t"

11. VERTICAL REINFORCEMENT SHALL BE LAP SPLICED A MINIMUM OF 48 BAR DIAMETERS WHERE REQUIRED.

SPAN

EX IST ING

27 psf

41psf

MARK

E-2

E-1

Ps = 22psf

9' - 0"

K GENERAL

RETROFIT AREA

E-A

500 sf

-24.6 -45.1

-22.3 -36.0

-20.1 -26.9

16.9 16.6

14.8 14.8

12.6 12.6

SEISMIC LOAD SEISMIC IMPORTANCE FACTOR, Ie = 1.25 SEISMIC USE GROUP III Ss 27.00%g S1 12.00%g SITE CLASS D Sds 0.285 Sd1 0.186 SEISMIC DESIGN CATEGORY C BASIC STRUCTURAL SYSTEM POST AND BEAM STEEL STRUCTURE SEISMIC RESISTING SYSTEM ORDINARY STEEL MOMENT FRAMES DESIGN BASE SHEAR, V = 0.016W SEISMIC RESPONSE COEFFICIENT, Cs = 0.016 RESPONSE MODIFICATION FACTOR, R = 3.5 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE ANALYSIS

9. BRACE ALL MASONRY WALLS TO WITHSTAND A MINIMUM HORIZONTAL WIND PRESSURE OF 25 PSF DURING ERECTION AND UNTIL THE WALL DESIGN SUPPORTS ARE IN PLACE. 10. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL REINFORCING BARS, EXCEPT IN COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE BAR, OR 1”, WHICHEVER IS GREATER.

FIRE PROOFING DIAGRAM - LOW 7A 1/32" = 1'-0"

16'

32'

64'

ISOLATED FOOTING DETAIL TYP. 7F 3/4" = 1'-0"

TYP. CORNER REINF. DETAIL TYP. 7H 1/2" = 1'-0"

Addenda #2

11/24/14

Addenda #3

APPROVED

#001.020239 E

CHECKED

APPROVED

7/31/14

Timothy R. Ervin

TRACED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:53:31 PM

State of Illinois

Addenda #1

7/24/14

OF I L L I

REMARKS

AKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

GENERAL NOTES AND TYPICAL DETAILS

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S001 ISSUED FOR CONSTRUCTION

CONCRETE PIER SCHEDULE PIER MARK TYPE

P1 P2

SIZE ( A x B )

A B

REINFORCEMENT VERTICAL

TIES

12 - #7 18 - #7

#4 @ 12" #4 @ 12"

24" x 24" 24" x 40"

REMARKS

TYPE A B

TYPE B B

112' - 4"

1' - 0"

83' - 0"

18' - 8"

1' - 0"

81' - 11"

6' - 2"

15' - 2"

1' - 1"

26' - 6"

5' - 6"

7' - 2"

6' - 2 1/2"

13' - 4"

4' - 9"

3' - 11"

5' - 10" CL OF COLUMN

15' - 10"

8' - 8" A

20' - 8"

1' - 5"

2' - 10 1/2"

1 7C

P1 F4 (97' - 0")

1' - 8"

P1 F4 (97' - 0")

13' - 0"

P1 F4 (97' - 0") DOOR POCKET T/ FOUNDATION WALL = 99' - 4"

S102

TYP.

S102

FCO

F5 (99' - 0")

T/ WALL 99' - 4"

P1 F4 (97' - 0") 3"

1' - 1"

F4 (99' - 0") 1' - 4"

4C S102

12' - 7 1/2"

SIM.

FOOTINGS ALONG EXISTING WALL TO MATCH EXISTING FOUNDATION ELEVATIONS. FIELD VERIFY EXISTING FOUNDATION ELEVATIONS.

S102 F5 (99' - 0") F5 (99' - 0")

F5 (99' - 0")

FD FCO

DOOR POCKET T/ FOUNDATION WALL = 99' - 4"

F5 (99' - 0")

4C S301

F5 (99' - 0")

F5 (97' - 0")

F5 (97' - 0") TYP. F5 (99' - 0")

F5 (97' - 0")

"t"

F2-6 F4 F4-6 F5 F5-7 F6 F6-12

2'-0" x 6'-0" 4'-0" x 4'-0" 4'-0" x 6'-0" 5'-0" x 5'-0" 5'-0" x 7'-0" 6'-0" x 6'-0" 6'-0" x 12'-0"

12" 12" 12" 12" 12" 18" 18"

REINFORCEMENT ( S x L ) BOT. BARS TOP BARS EACH WAY EACH WAY 3 - #5, 8 - #5 6 - #4 6 - #4, 8 - #5 7 - #4 7 - #4, 10-#5 8 - #5 8 - #5, 16 - #5 6 - #3

139' - 6"

(#10)

19"

25"

(#13)

25"

33"

(#16)

31"

41"

(#19)

37"

49"

(#22)

54"

71"

(#25)

62"

81"

(#29)

70"

91"

#10

(#32)

79"

102"

#11

(#36)

87"

113"

*HORIZ. REINF. w/ 12" OR MORE OF FRESH CONCRETE CAST BELOW THE BAR

5 1' - 0"

F5 (99' - 0")

6' - 8 3/4"

S302 7F S102

1' - 0"

S102

FD FCO

SIM.

40' - 0"

T/ WALL 99' - 4" TYP. 2J

1" COLUMN

+/- 33' - 3"

+/- 26' - 0"

P1 F4 (97' - 0") GEOTHERMAL PIPES COORDINATE WITH SHEET HS101.

2 5/8" COLUMN FIELD VERIFY ELEVATION OF EXISTING FOOTING BEFORE COLUMN FABRICATION

7' - 3"

FLOOR CLEAN OUT TYP. COORDINATE WITH ARCHITECTURE AND PLUMBING DRAWINGS.

DOOR POCKET T/ FOUNDATION WALL = 99' - 2". SEE DETAIL 7A/S102.

1' - 4"

36' - 0"

2 5/8" COLUMN

2N S102

FLOOR DRAIN TYP. COORDINATE WITH ARCHITECTURE AND PLUMBING DRAWINGS.

SIZE ( S x L )

7' - 3"

4C S301

1' - 3"

5' - 0 1/4"

+/- 7' - 3"

E-2

FOOTING MARK

1' - 0"

F4 (99' - 4")

FD FCO

EXISTING SLAB TO BE CUT AND REPLACED COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

6' - 8 3/4"

F5 (99' - 0")

f'c = 4,000 psi

5' - 0 1/4"

F5 (99' - 0")

1" COLUMN

F5 (99' - 0")

BAR UNCOATED SIZE TOP BARS STD. (M) TYPICAL BARS

11 P1 (99' - 0") F4-6 (97' - 0") ELEVATION TO MATCH EXISTING

REINFORCMENT SPLICES 1' - 0"

EXISTING SLAB TO BE CUT AND REPLACED COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

NOTES: Fb = 1,800 psf f'c = 4,000 psi fy = 60,000 psi

FOUNDATION NOTES: 1. TOP OF INTERIOR FOOTINGS = 99'-0" U.N.O. 2. PIER DETAILS INDICATES LIMITS OF DEPRESSED AREA FOR COLUMN BASE. FILL ALL POCKETS WITH CONC. AFTER THE STEEL FRAME IS ERECTED PLUMB. 3. SEE SHEET S301 FOR TYPICAL BASE PLATE DETAIL. 4. SEE ISOLATED FOOTING DETAIL ON S001. 5. ALL FOOTINGS ALONG EXISTING WALL TO MATCH EXISTING FOOTING ELEVATION. FIELD VERIFY EXISTING FOOTING ELEVATION. 6. REFERENCE 5H/S001 FOR 'PIER DETAIL TYP.'

35' - 1"

S302

F4 (99' - 0")

P1 (99' - 0") F4-6 (97' - 0") ELEVATION TO MATCH EXISTING

FLOOR DRAIN AND FLOOR CLEAN OUT - COORDINATE WITH ARCHITECTURE AND PLUMBING DRAWINGS.

34' - 0"

E-B

8' - 1 1/2"

E-A

PIER LAYOUT 3/4" = 1'-0"

FOOTING SCHEDULE

14' - 3"

P1 F4 (97' - 0")

SANITARY AND STORM LINES - COORDINATE WITH SHEET C201.

TYP. 4N

14' - 8"

7' - 0" MIN.

4' - 0"

TYP.

S102

DOOR POCKET T/ FOUNDATION WALL = 99' - 4"

1P 15

7' - 1"

T/ WALL 99' - 4"

1' - 4"

2' - 0"

18' - 10"

1' - 1"

5' - 0"

P1 F6 (97' - 0") 4F S102

16 5F S102

8' - 0"

SIM.

1' - 1"

8" 2' - 0"

7L S103

P2 (99' - 4" w/ CAP) F5-7 (97' - 0")

S102

6' - 8"

P2 (99' - 4" w/ CAP) F5-7 (97' - 0")

CL OF COLUMN

ALT G-5

EXISTING SLAB TO BE CUT AND REPLACED COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

FOOTINGS ALONG EXISTING WALL TO MATCH EXISTING FOUNDATION ELEVATIONS. FIELD VERIFY EXISTING FOUNDATION ELEVATIONS.

4C S102 SIM.

S102

1' - 1" 1' - 4" T/ WALL 99' - 4"

S302

34' - 0"

FIELD VERIFY ALL DIMENSIONS ASSOCIATED WITH EXISTING CONDITIONS.

F5 (99' - 0") F4 (99' - 0")

F4 (99' - 0")

35' - 1"

E-1

21' - 9"

F4 (99' - 4")

4 P1 (99' - 0") F4-6 (97' - 0") ELEVATION TO MATCH EXISTING

1' - 4"

1' - 1" 13' - 0"

8' - 0"

7' - 1"

7L S103

6' - 8"

ALT G-5

1' - 0"

18' - 8"

1' - 8"

7C S102

+/- 75' - 9 3/8"

P2 (99' - 4" w/ CAP) F5-7 (97' - 0")

P2 (99' - 4" w/ CAP) F5-7 (97' - 0") +/- 22' - 0"

P1 F4 (97' - 0")

S102 TYP.

S102 6

P1 F4 (97' - 0")

7' - 0"

2' - 0"

P1 F6 (97' - 0")

P1 F4 (97' - 0")

3 2' - 0"

4F S102

P1 F4 (97' - 0") DOOR POCKET T/ FOUNDATION WALL = 99' - 4"

TYP.

13' - 3"

2J S102 T/ WALL 99' - 4"

14' - 8"

DOOR POCKET T/ FOUNDATION WALL = 99' - 7". SEE DETAIL 5D/SD101.

P1 F4 (97' - 0")

1' - 1"

+/- 42' - 1"

SANITARY AND STORM LINES - COORDINATE WITH SHEET C201. 1' - 0"

1' - 1" 81' - 11"

20' - 8"

4' - 9"

83' - 0"

3' - 11"

8' - 8"

FOUNDATION PLAN NOTES: 1. T/ SLAB ELEVATION = 100'-0" (687.90 - PER SHEET C201) U.N.O. T/ SLAB TO MATCH EXISTING T/ SLAB. SEE SHEET S102 FOR SLAB PLAN. 2. T/ FOOTING ELEVATION = 99'-0" FOR INTERIOR FOOTINGS AND 97'-0" FOR EXTERIOR FOOTINGS, U.N.O. 3. T/ PIER ELEVATION = 99'-0", U.N.O. 4. PX DENOTES PIER DESIGNATION. SEE PIER SCHEDULE. 5. FX DENOTES FOOTING DESIGNATION. SEE FOOTING SCHEDULE. 6. GENERAL CONTRACTOR TO COORDINATE LOCATIONS OF MEP, SITE UTILITIES AND ANY OTHER PENETRATIONS IN FOUNDATION. SEE DETAIL 3A/S001. 7. FD INDICATES FLOOR DRAIN. FLOOR DRAINS TO BE SET 1/2" BELOW T/ SLAB ELEVATION (U.N.O.). SLOPE SLAB TO DRAIN WHILE MAINTAINING SLAB THICKNESS. COORDINATE LOCATIONS WITH ARCHITECTURE AND PLUMBING DRAWINGS. 8. FCO INDICATES FLOOR CLEAN OUT. - COORDINATE LOCATIONS WITH ARCHITECTURE AND PLUMBING DRAWINGS. 9. INDICATES SLAB TO BE CUT AND REPLACED. SEE 'DEMOLITION SLAB PLAN' 3A/SD101 AND VARIOUS SLAB DETAILS ON S102. 10. FIELD VERIFY ALL DIMENSIONS REGARDING EXISTING CONDITIONS. 11. REFERENCE 7J/S102 FOR 'SLAB PLAN'. 12. REFERENCE 5H/S001 FOR 'PIER DETAIL TYP.'. 13. REFERENCE 7F/S001 FOR 'ISOLATED FOOTING DETAIL TYP.'.

112' - 4" FIELD VERIFY ALL DIMENSIONS ASSOCIATED WITH EXISTING CONDITIONS.

FOUNDATION PLAN 1/8" = 1'-0" 0'

16'

Addenda #2

11/24/14

Addenda #3

CHECKED

APPROVED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:53:40 PM

State of Illinois

#001.020239 T

7/31/14

Timothy R. Ervin

APPROVED

TRACED

Addenda #1

7/24/14

AKS

OF I L L I

REMARKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

FOUNDATION PLAN

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S101 ISSUED FOR CONSTRUCTION

3 1 1/2"

5" 8" CMU 5" CONCRETE SLAB OVER 6" GRANULAR FILL GRANULAR FILL VAPOR BARRIER

12' - 0"

1' - 4"

3' - 3"

5' - 0"

NEW TO EXISTING FOUNDATION TYP. 3/4" = 1'-0"

2J 0'

3' - 8"

GRANULAR FILL VAPOR BARRIER

0' 6" TYP. FOUNDATION WALL DETAIL 3/4" = 1'-0"

2' 2L

0' SLAB ON GRADE JOINTS 3/4" = 1'-0"

MIN.

3' - 0"

2' 2N

FOOTING @ EXISTING PLAN 1/2" = 1'-0"

P1 F6 (97' - 0") ELEVATION TO MATCH EXISTING

2 T/ WALL 99' - 4"

2' - 8" 8"

2' - 0"

A EXISTING WALL CONSTRUCTION BEYOND

18" LONG #4 DOWELS @ 16" O.C. DRILL AND EPOXY INTO EXISTING CONCRETE SLAB ON GRADE. TYP. @ EXISTING SLAB EDGE. 6"

EXTERIOR DOOR

T/ SLAB 100' - 0"

1' - 0"

+/- 6' - 4"

6" TYP. EXISTING CONCRETE SLAB

#4 DOWELS @ 12" O.C.

#4 DOWELS @ 12" O.C. EMBED 8" INTO FOUNDATION

SLAB PLAN @ EXISTING 1/8" = 1'-0"

4N 0' A

4' C

#6 CONT. BAR

5F 0'

PERIMETER INSULATION

E-A

E-B E-C

NOTE: ADJACENT WALLS DIMENSIONED 8" TO RECEIVE SIMILAR REINFORCING AS SHOWN IN 8" WALL IN THIS SECTION

1' - 4"

12 SIM.

5C S102

11 0'

NOTE: DEMOLISH PORTION OF EXISTING FOUNDATION & SLAB AS NEEDED FOR COLUMN BASE PLATE AS SHOWN. FIELD VERIFY LOCATION, ELEVATION AND SIZE OF EXISTING FOUNDATIONS.

(5) 3/4" dia. ADHESIVE ANCHORS - EMBED MIN. 6" INTO EXISTING CONCRETE

EXISTING FOUNDATION

T/ EXISTING FOUNDATION 99' - 2"

4" MIN.

3' - 0"

6 #4 DOWELS @ 12" O.C.

#4 DOWELS @ 14" O.C.

#4 CONT. BARS @ BOTTOM OF GRADE BEAM

FD FCO

NOTE: FOOTINGS ALONG EXISTING WALL TO MATCH EXISTING FOUNDATION ELEVATIONS. FIELD VERIFY EXISTING FOUNDATION ELEVATIONS.

5 E-1 5C S102

SLAB PLAN NOTES: 1. T/ SLAB EL. = 100'-0" TO MATCH T/ EXISTING SLAB. 2. ALL JOINTS TO BE CJ2 U.N.O. USE CJ1 BETWEEN POURS. WIDE LINES ON PLAN DENOTE LOCATION OF CJ2 JOINTS. SEE 2L/S102 'SLAB ON GRADE JOINTS' DETAIL. 3. FOR ALL RE-ENTRANT SLAB LOCATIONS, SEE 'REINFORCEMENT @ REENTRANT SLAB' DETAIL ON S001. 4. FOR ANY EQUIPMENT WITH A PAD OR CURB, SEE 'EQUIP. PAD & CURB DETAIL' ON S001. 5. FD INDICATES FLOOR DRAIN. FLOOR DRAINS TO BE SET 1/2" BELOW T/ SLAB ELEVATION (U.N.O.). SLOPE SLAB TO DRAIN WHILE MAINTAINING SLAB THICKNESS. COORDINATE LOCATIONS WITH ARCHITECTURE AND PLUMBING DRAWINGS. FCO 6. INDICATES FLOOR CLEAN OUT. - COORDINATE LOCATIONS WITH ARCHITECTURE AND PLUMBING DRAWINGS. 7. ADDITIONAL CONTROL JOINTS MAY BE ADDED TO THE PROJECT PER CONTRACTOR'S OPTION AND APPROVAL FROM ARCHITECT.

SIM. 3N

B/ GRADE BEAM 97' - 0"

3 2

2' - 0" NOTE: ADJACENT WALLS DIMENSIONED 8" TO RECEIVE SIMILAR REINFORCING AS SHOWN IN 8" WALL IN THIS SECTION

4J S102

S102

COLUMN @ EXISTING FOUNDATION WALL 1/2" = 1'-0"

T/ PIER ELEVATION @ 99'-0" ALONG EXISTING FOUNDATION WALL

3 - #4 CONT. BARS EACH FACE

#5 BARS @ 12" O.C.

3 - #4 CONT. BARS

SEE PLAN

#6 CONT. BAR

ROUGHEN SURFACE OF EXISTING CONCRETE

FD FCO

EXISTING SLAB TO BE CUT AND REPLACED - COORDINATE WITH 3A/SD101 'DEMOLITION SLAB PLAN'.

7' - 1"

W.W.F. 6x6W2.9xW2.9 TYP.

6' - 0"

T/ SLAB 100' - 0"

3' - 0"

MIN

T/ SLAB 100' - 0"

EXISTING FOUNDATION WALL & FOOTING

3' - 0"

MIN 8"

2 5/8"

5" CONC. SLAB OVER 6" GRANULAR FILL

1/2" EXPANSION JOINT 1' - 0"

P1 (99' - 0") F4-6 (97' - 0") ELEVATION TO MATCH EXISTING

1' - 0"

1/2" ISOLATION JOINT TYP.

EXTERIOR DOOR

1' - 0"

A EXISTING CONCRETE SLAB

5" CONC. SLAB OVER 6" GRANULAR FILL - SLAB TO SLOPE AWAY FROM BUILDING @ 1/4:12

FD FCO

FROST WALL TYP. 3/4" = 1'-0"

5F S001

FD FCO

E-2

W.W.F. 6x6W2.9xW2.9 TYP.

TYP.

#5 BARS @ 3 - #4 CONT. 12" O.C. BARS 3 - #4 CONT. BARS EACH FACE

38' - 0"

35' - 0"

0' M

EXISTING CONCRETE SLAB

SLAB ON GRADE SPLICE DETAIL 3/4" = 1'-0"

EXISTING SLAB TO BE CUT AND REPLACED COORDINATE WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

SEE PLAN

5" CONC. SLAB OVER 6" GRANULAR FILL

35' - 0"

EXISTING FOUNDATION

INFILL SLAB DETAIL 3/4" = 1'-0"

T/ FOOTING 97' - 0"

3' - 0"

NOTE: DEMOLISH PORTION OF EXISTING FOUNDATION WHERE NEEDED TO ACCOMMODATE SLAB INFILL AS SHOWN. FIELD VERIFY LOCATION, ELEVATION AND SIZE OF EXISTING FOUNDATIONS.

T/ SLAB 100' - 0"

T/ BASE PLATE 99' - 0"

EXISTING FOUNDATION

18" LONG #4 DOWELS @ 16" O.C. - DRILL AND EPOXY INTO EXISTING CONCRETE SLAB ON GRADE. TYP. @ EXISTING SLAB EDGE.

E-1 +/- 2' - 0"

5" CONC. SLAB OVER 6" GRANULAR FILL

W.W.F. 6x6W2.9xW2.9 TYP.

5" CONC. SLAB OVER 6" GRANULAR FILL

SEE BASE PLATE DETAILS ON S301

W.W.F. 6x6W2.9xW2.9 TYP.

1/2" EXPANSION JOINT

1' - 0"

W.W.F. 6x6W2.9xW2.9 TYP.

100' - 0"

5" CONC. SLAB OVER 6" GRANULAR FILL - SLAB TO SLOPE AWAY FROM BUILDING @ 1/4:12

FOOTING @ EXISTING DETAIL 1/2" = 1'-0"

+/- 24' - 0"

EXISTING FOOTING - FIELD VERIFY ELEVATION, SIZE AND LOCATION

VARIES

FOUNDATION WALL DETAIL 1/2" = 1'-0" 0'

18" LONG #4 DOWELS @ 12" O.C. - DRILL AND EPOXY INTO EXISTING FOUNDATION

7' - 1"

MASONRY PIER - HATCH NOT SHOWN FOR CLARITY. COORDINATE WITH ARCH. DWGS.

122' - 2"

T/ FOOTING 99' - 3" FIELD VERIFY

6' - 0"

DOOR POCKET - T/ FOUNDATION WALL = 99' - 4"

1' - 0"

EXISTING SLAB

SEE 3A/SD101 'DEMOLITION SLAB PLAN' FOR ENTIRE AREA OF SLAB TO BE CUT AND REPLACED.

+/- 22' - 0"

PIER CAP DETAIL 3/4" = 1'-0"

NOTE: FIELD VERIFY LOCATION, SIZE AND ELEVATION OF EXISTING FOUNDATION.

3' - 0"

EXISTING COLUMN

ROUGHEN EDGE OF EXISTING CONCRETE

ISOLATION JOINTS AROUND COLUMN. SEE DETAIL 'COLUMN ISOLATION JOINT DETAIL TYP.' ON S001.

6' - 0"

1' - 4"

F6-12 DETAIL 4C 1/2" = 1'-0"

2' - 0"

#5 BARS @ 16" O.C.

E-2

ISOLATION JOINTS AROUND COLUMN. SEE DETAIL 'COLUMN ISOLATION JOINT DETAIL TYP.' ON S001.

+/- 33' - 3"

T/ WALL 99' - 4"

E-C

BASE PLATE BOLTS NOT SHOWN FOR CLARITY.

8 SLAB PLAN NOTES: 1. ALL JOINTS TO BE CJ2 U.N.O. USE CJ1 BETWEEN POURS. 2. FOR JOINT DETAILS, SEE 'SLAB ON GRADE JOINTS' DETAIL ON S102. 3. WIDE LINES ON PLAN DENOTE LOCATION OF CJ2. 4. DENOTES AREAS WHERE EXISTING SLAB IS TO BE CUT AND REPLACED. 5. COORDINATE ALL SLAB DEMOLITION AND INFILL WITH DEMOLITION PLAN D101, SLAB INFILL DETAIL 4N/S102 AND RETROFIT DETAILS ON S302. 6. FIELD VERIFY ALL DIMENSIONS.

+/- 19' - 7 13/16"

8' - 0"

T/ WALL 99' - 4"

4N S102

6' - 0"

2F S102

T/ WALL 99' - 4"

E-B

3 - #5 CONT. BARS

1' - 4"

+/- 4' - 9 3/8"

1' - 0"

FOLLOW DIMENSION IN PLAN FOR SIMILAR CONDITIONS

E-C

+/- 7' - 3"

3' - 2 5/8"

FIELD VERIFY

3' - 0" 2' - 0"

1' - 0"

3' - 0"

1' - 4"

TYP.

6' - 0"

+/- 8' - 5"

ROUGHEN SURFACE OF EXISTING CONCRETE

2' - 0"

4' - 0"

8" 1" COLUMN

1' - 0"

3' - 10"

COLUMN PIER - SEE PIER SCHEDULE FOR REINFORCING

ROUGHEN EDGE OF EXISTING CONCRETE

FIELD VERIFY +/- 1' - 0" 2' - 0"

DOOR POCKET T/ FOUNDATION WALL = 99' - 4"

P1 (99' - 0") P1 (99' - 0") F6-12 (97' - 0")

E-B

TYP.

T/ WALL 99' - 4"

1' - 0"

SEE FOOTING SCHEDULE FOR REINFORCING

NOTE: FIELD VERIFY LOCATION, SIZE AND ELEVATION OF EXISTING FOUNDATION

T/ WALL 100' - 0"

PIER CAP TO MATCH SIZE OF PIER BELOW POUR AFTER STEEL COLUMN IS SET

(4) 1" dia. ADHESIVE ANCHORS - EMBED MIN. 6" INTO EXISTING FOUNDATION

E-A

S102

#3 BAR AT EACH CORNER

FIELD VERIFY

TYP.

T/ WALL 99' - 4"

S102

CONTROL JOINT (CJ2) NOTE: 1. SAW CUT JOINTS WITHIN 12 HOURS AFTER PLACING CONCRETE 2. SAW CUT JOINTS TO HAVE A DEPTH OF 1/3 OF SLAB THICKNESS

#5 BARS @ 12" O.C.

S102

EXISTING CONCRETE SLAB

FIELD VERIFY

#3 CONT. BAR ON ALL SIDES AND ALL CONERS T/ PIER CAP

NOTE: FIELD VERIFY LOCATION, SIZE AND ELEVATION OF EXISTING FOUNDATION.

3' - 0"

#6 CONT. BAR

1' - 4"

5' - 10"

E-C 2' - 0"

3' - 0"

#6 DOWELS @ 14" O.C. EMBED 8" INTO FOUNDATION

3 - #4 CONT. BARS EACH FACE

2' - 11"

1' - 0"

6' - 0"

1/8" WIDE SAW JOINT

PERIMETER INSULATION

(3) #4 BARS x 2'-0" LONG EPOXY INTO EXISTING FOOTING

FIELD VERIFY ELEVATION OF EXISTING FOOTING BEFORE COLUMN FABRICATION

CONSTRUCTION JOINT (CJ1)

T/ SLAB 100' - 0" W.W.F. 6x6W2.9xW2.9 TYP.

2' - 4"

EXISTING FOOTING 1

2' - 0"

NOTE: 1. FOUNDATION WALL REINF. NOT SHOWN FOR CLARITY 2. ROUGHEN FACE OF EXISTING FOUNDATION WHERE NEW FOUNDATION CONNECTS.

EXISTING FOUNDATION WALL

F2-6 (99' - 3") ELEVATION TO MATCH EXISTING

UTILITY BRICK

#4 BAR x 2'-0" LONG @ 16" O.C. EACH FACE - EPOXY INTO EXISTING FOUNDATION WALL

E-B

FOLLOW DIMENSION IN PLAN FOR SIMILAR CONDITIONS

1/8" TOOLED EDGE

FROST WALLS @ ENTRY 3/4" = 1'-0"

2' - 0" 22' - 0"

4' - 0"

2' - 0"

74' - 9 3/8"

18' - 8"

PIER DETAIL @ EXISTING 1/2" = 1'-0"

7J 0'

82' - 11"

5' - 10"

107' - 5"

FIELD VERIFY

7F 0'

1' - 7"

SLAB PLAN 1/16" = 1'-0"

16'

32'

16'

11/24/14

Addenda #3

#001.020239 E

CHECKED

APPROVED

Addenda #2

APPROVED

7/31/14

TRACED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:53:50 PM

State of Illinois

OF I L L I

Timothy R. Ervin

Addenda #1

7/24/14

AKS

REMARKS

SEAL

C LI

DATE

PREPARED

REVISIONS NO.

DRAWN

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

FOUNDATION DETAILS

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S102 ISSUED FOR CONSTRUCTION

F MASONRY PIER - HATCH NOT SHOWN FOR CLARITY. COORDINATE WITH ARCH. DWGS.

1' - 4"

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

#3 CONT. BAR ON ALL SIDES AND ALL CONERS T/ PIER CAP

#3 BAR AT EACH CORNER

99' - 4"

PIER CAP TO MATCH SIZE OF PIER BELOW POUR AFTER STEEL COLUMN IS SET

3' - 4"

SEE BASE PLATE DETAILS ON S301 T/ BASE PLATE 98' - 4"

1' - 4"

COLUMN PIER - SEE PIER SCHEDULE FOR REINFORCING T/ FOOTING 97' - 0"

1' - 0"

SEE FOOTING SCHEDULE FOR REINFORCING

6' - 0"

3' - 0"

1' - 0"

6' - 0"

2' - 0"

1' - 0"

4' - 0"

PIER CAP DETAIL - ALT G-4 3/4" = 1'-0"

2P 0'

FOOTING DETAIL - ALT G-4 1/2" = 1'-0"

TYP.

S103

6' - 0"

47' - 4" 15' - 4"

16' - 8"

15' - 4"

1' - 0"

C12X30

15' - 1"

14' - 1"

HSS12X6X.375

(16) HSS6X2X1/4

HSS12X6X.375

(16) HSS6X2X1/4

HSS12X6X.375

(16) HSS6X2X1/4

3 1' - 0" DECK

TYP. 6X4X1/2 CONT. BENT PLATE - WELD TO JOIST EXTENSIONS

S103

15' - 1"

ENLARGED FRAMING PLAN - NORTH CANOPIES ALT G-4 4L 1/8" = 1'-0"

14' - 4"

1' - 0"

15' - 8"

14' - 4"

1' - 0"

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

CAP PLATE - SEE COLUMN SCHEDULE FOR SIZE.

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

3' - 4" P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

11' - 4"

TYP. 2P S103

FOUNDATION PLAN NOTES: 1. T/ FOOTING ELEVATION 97'-0" FOR EXTERIOR FOOTINGS, U.N.O. 2. T/ PIER ELEVATION = 99'-0", U.N.O. 3. PX DENOTES PIER DESIGNATION. SEE PIER SCHEDULE ON S101. 4. FX DENOTES FOOTING DESIGNATION. SEE FOOTING SCHEDULE ON S101. 5. SEE DETAIL 2L/S103 FOR PIERS DENOTED WITH A CAP.

10dia x3/8

6J/S103

HSS10X.500 (S.C.) 111' - 0" 98' - 4"

98' - 4"

99' - 0" PLATE SIZE-NxB DETAIL

1' - 1"

GENERAL NOTES: 1. BASE PLATE AND CAP PLATE DIMENSIONS ARE IN INCHES. 2. CENTER CAP PLATE ON COLUMN, U.N.O. 3. (S.C.) INDICATES EXPOSED COLUMNS TO RECEIVE SPECIAL COATINGS.

T/ CONC.

2L S103 P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

TYP.

P2 (99' - 4" w/ CAP) F4-6 (97' - 0")

99' - 0" 18x18x3/4

18x18x3/4

6C/S301

C5-1

C5-16

C6-1

18x18x3/4

6C/S301

C6-16

F-1

F-16

H-1

H-16

3' - 4"

T/ CONC.

HSS10X.500 (S.C.) 111' - 0"

112' - 0"

HSS10X.500 (S.C.) 111' - 0"

CANOPY

112' - 0"

1' - 1"

10dia x3/8

6J/S103

98' - 4"

10dia x3/8

13' - 0"

DETAIL CANOPY

Column Locations 2

ENLARGED FOUNDATION PLAN - NORTH CANOPIES ALT G-4 7L 1/8" = 1'-0"

Graphical Column Schedule - North Canopies Alt G-4 7F 1/8" = 1'-0" 0'

16'

1 1' - 8"

CAP PLATE-NxB

CANOPY EDGE DETAIL - ALT G-4 3/4" = 1'-0"

11' - 4"

16'

H 1' - 0"

T/ CANOPY

30.00째 TYP.

1' - 8"

1' - 0"

4-12

53' - 4" 5' - 0"

1' - 0" 1 1/2"

1' - 0"

16 6"

S103

CANOPY CONNECTION DETAIL - ALT G-4 4J 3/4" = 1'-0"

10"

TYP.

13' - 0"

1' - 0"

C12X30

1/4

CANOPY FRAMING PLAN NOTES: 1. ALL STEEL IS EXPOSED AND IS TO RECEIVE SPECIAL COATINGS. 2. ALL CONNECTIONS TO RECEIVE SPECIAL COATINGS.

CMU BLOCKING NOT SHOWN AROUND BEAM FOR CLARITY

EA. SIDE OF BEAM

14' - 1"

HSS12X6X.375

(16) HSS6X2X1/4

HSS12X6X.375

(16) HSS6X2X1/4

HSS12X6X.375

3 1/2" SEAT

T/ STEEL 112' - 2"

HSS12X6X.375

T/ CANOPY 112' - 0"

1' - 0" DECK

9" JOIST EXT.

(16) HSS6X2X1/4

1 1/2" METAL DECK

16'

Addenda #2

11/24/14

Addenda #3

CHECKED

APPROVED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:53:59 PM

State of Illinois

#001.020239 T

7/31/14

Timothy R. Ervin

APPROVED

TRACED

Addenda #1

7/24/14

AKS

OF I L L I

REMARKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

ALT. PLANS & DETAILS

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S103 ISSUED FOR CONSTRUCTION

FIELD VERIFY DIMENSIONS ASSOCIATED WITH EXISTING CONDITIONS

+/- 2' - 0"

107' - 5"

+/- 98' - 9 3/8" +/- 22' - 0"

18' - 8" +/- 74' - 9 3/8"

88' - 9"

15' - 10"

6' - 2"

15' - 2"

26' - 6"

5' - 6"

7' - 2"

6' - 2 1/2"

13' - 4"

5' - 10"

1 1' - 5"

1' - 5"

2' - 10 1/2"

S301

W16X26

1' - 0" DECK

L6X4X1/2 ANGLE @ DECK EDGE W/ ADHESIVE ANCHORS. SEE SIMILAR DETAIL 1H/S302.

7J S301

8' - 1 1/2" 12' - 7 1/2"

W16X26 112' - 5 1/2"

16K3

5' - 1"

6' - 8 3/4"

19' - 0" 136' - 2"

24' - 6 1/2" 6' - 8 3/4"

21' - 9"

11 2'

-2

13' - 3"

12K3

W 16 X3 1

L6X4X1/2

3 4J S302

6' - 0"

5' - 1"

7G S301

4L S103

TYPE 'R' JOIST EXTENSIONS

6 FIELD VERIFY DIMENSIONS ASSOCIATED WITH EXISTING CONDITIONS

19' - 0"

5' - 0 1/4"

12' - 3 1/4"

7' - 3" 7' - 3"

3' - 5" S301 DECK L6X4X1/2

7' - 1"

6' - 0"

12' - 3 1/4"

L6X4X1/2

W16X26

6' - 0"

1J S302

L6X4X1/2

112' - 2"

6' - 0"

2' - 6" W16X26 112' - 5 1/2"

12K3 *

1/ 2"

8K1 *

-3

12K3 *

11 3'

8K1

W16X26 113' - 3 1/2" 112' - 2"

W16X26 112' - 5 1/2"

16K3

16K3 1/ 2"

113' - 3 1/2"

6' - 0"

14' - 3"

W16X26

12K3

112' - 5 1/2"

8K1 *

3 1/4" DECK 12K3

10K1 12K3

8K1

-3

7' - 0"

1" BEAM

HSS9X5X.500 (I.P. 1hr) 111' - 8"

12K3

W16X26 W16X26 W18X40 112' - 2"

RD1

10"

L6X4X1/2 11 3'

W14X22

113' - 3 1/2" 112' - 2" 6' - 0" 6' - 0"

113' - 3 1/2" 6' - 0"

W16X26

L6X4X1/2 112' - 5 1/2"

W16X26

3' - 5" DECK

112' - 5 1/2"

+/- 42' - 1"

RD1

112' - 2"

6' - 0"

W 18 X7 6

113' - 7"

114' - 7"

S301

S202

W18X35

115' - 1" 11 5' - 6" 5' 4A1"

113' - 7"

EQ 24K7 *

3" DECK

W16X26

24K7 *

EQ 24K7 *

24K7 *

W16X31

7' - 1"

OPP.

12K3 *

115' - 1"

8K1

W16X26 115' - 4 1/2"

3 1/4" DECK 115' - 5"

S302

S302 W18X35 115' - 1"

SIM

HSS9X5X.500 (I.P. 1hr) 116' - 0"

112' - 11"

OPP.

S302

12K3 *

W16X31

112' - 11"

JOIST BRIDGING PER JOIST MANUF.

W18X35 114' - 7"

SIM.

S302

OPP.

5' - 0 1/4"

W21X62 1F

3" DECK

1" BEAM HSS9X5X.500 (I.P. 1hr)

1J S302

S301

112' - 11"

W16X26 (12)

112' - 11"

W16X26 (12)

112' - 11"

W16X26 (12)

112' - 11"

W16X26 (12)

112' - 11"

W16X26 (12)

112' - 11"

3" DECK

12K3 *

2' - 10"

W18X40

113' - 3 1/2" 112' - 2"

112' - 2"

W16X31 112' - 11"

L6X4X1/2

10"

1" BEAM

W21X62

W16X26 (12)

112' - 11"

W16X26 (12)

112' - 11"

112' - 11" W16X26 (12)

W18X40 (30) 6' - 2"

112' - 11"

28' - 7"

W33X118 113' - 5"

6' - 2"

1" BEAM

6' - 2"

MECHANICAL S302 CHASE & SOFFIT LOCATION - SEE DETAILS ON S302. COORD. WITH ARCH DWGS.

MECHANICAL CHASE & SOFFIT LOCATION - SEE DETAILS ON S302. COORD. WITH ARCH DWGS.

6' - 0"

L6X4X1/2

W14X22

11 3/8" DECK

E-1

6' - 0"

113' - 3 1/2"

CD1

24K7 *

W33X130 119' - 0"

+/- 26' - 0"

16K3

6' - 0"

114' - 7" 4L

8K1

12K3 * 8K1

10K1 12K3

6' - 0"

112' - 11"

6L S301

S302

W18X35

L6X4X1/2

HSS9X5X.500 (I.P. 1hr)

3" DECK 112' - 11"

112' - 11"

W16X26 (12)

112' - 11"

114' - 7"

3' - 5" DECK

112' - 11"

S302 W18X35 W18X35 (21)

5' - 1"

W16X40 (I.P. 2hr)

+/- 7' - 3"

S302

W16X26 (12)

E-2

112' - 11" W16X26

L6X4X1/2

2" 1/

W16X26

L6X4X1/2

2' - 6"

RD1

5' - 6"

115' - 1"

63' - 4 1/2"

S302

1" BEAM

5 11

115' - 1" 7L

W18X40

6C S302

W16X26

1 X3 16 W

-0

4' 11

2" 1/

" -2

112' - 2"

3 1/4" DECK

W16X26 115' - 1"

W16X26 (12)

SEE SHEET A301 FOR SKYLIGHT FRAMING FOR ALT. G-3.

W12X19

W16X26 113' - 4 1/2"

4' 11

1" '-

5' - 1"

W16X26

10K1

8K1

2' 11

113' - 4 1/2"

3 1/4" DECK

6 X7 18 W

W16X26

115' - 4 1/2"

115' - 5"

115' - 1"

3' - 4"

W33X130 113' - 5"

28' - 7"

112' - 2"

114' - 7"

5' - 1" OPP.

113' - 8"

24K7 *

W18X35

24K7 *

114' - 7"

6' - 0"

4J S302

113' - 8"

W18X35 24K7 *

E-C

W16X31

E-B

S302

MECHANICAL CHASE & SOFFIT LOCATION - SEE DETAILS ON S302. COORD. WITH ARCH DWGS.

6' - 1"

+/- 60' - 10"

E-A

RD1 JOIST BRIDGING PER JOIST MANUF.

3" DECK

W16X26

112' - 5 1/2"

7N S302

6' - 0"

12K3 *

W18X40 112' - 2"

112' - 2"

6' - 0"

12K3

W16X26

6' - 0"

12K3 *

S301

4L S103

6' - 0"

14' - 1"

L6X4X1/2

L6X4X1/2 ANGLE @ DECK EDGE W/ ADHESIVE ANCHORS. SEE SIMILAR DETAIL 1H/S302.

HSS9X5X.500 (I.P. 1hr) 111' - 8" 5G

112' - 5 1/2"

HSS9X5X.500 (I.P. 1hr) 116' - 0"

3' - 5" DECK

1" BEAM

TYPE 'R' JOIST EXTENSIONS 1' - 0" DECK

FRAMING PLAN NOTES: 1. RD1 INDICATES SPAN AND DIRECTION OF 1 1/2" METAL DECK. 2. CD1 INDICATES SPAN AND DIRECTION OF 2" COMPOSITE METAL DECK WITH 3" CONCRETE TOPPING. 3/4" DIA. x 4" LONG HEADED SHEAR STUDS WELDED TO TOP OF FLANGE OF BEAMS TO BE USED. 3. DO NOT CUT CONTROL JOINTS IN CONCRETE DECK. 4. ALL BEAMS AND JOISTS TO BE EQUALLY SPACED WITHIN BAYS UNLESS NOTED OTHERWISE. 5. INDICATES A MOMENT CONNECTION. SEE DETAILS ON S301. 6. * INDICATES JOISTS TO RECEIVE TYPE 'R' JOIST EXTENSIONS TO SUPPORT DECK OVERHANGS. 7. (I.P. 1hr) INDICATES THE BEAM IS TO RECEIVE 1hr INTUMESCENT PAINT. 8. (I.P. 2hr) INDICATES THE BEAM IS TO RECEIVE 2hr INTUMESCENT PAINT. 9. JOIST MANUFACTURER TO DESIGN AND PROVIDE ALL REQUIRED JOIST BRIDGING PER SJI STANDARDS. 10. JOISTS TO RECIEVE 3 1/2" SEAT TYPICAL U.N.O. 11. REFERENCE 'EQUIP. PAD & CURB DETAIL' ON S001 FOR EQUIPMENT PADS. 12. REFERENCE S001 FOR FIRE PROOFING DIAGRAMS. 13. REFERENCE DETAIL 5P/S301 FOR 'COMPOSITE SLAB REINFORCING'. 14. FIELD VERIFY ALL DIMENSIONS ASSOCIATED WITH EXISTING CONDITIONS.

LOW FRAMING PLAN 1/8" = 1'-0"

16'

Addenda #2

11/24/14

Addenda #3

CHECKED

APPROVED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:54:06 PM

State of Illinois

#001.020239 T

7/31/14

Timothy R. Ervin

APPROVED

TRACED

Addenda #1

7/24/14

AKS

OF I L L I

REMARKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

LOW FRAMING PLAN

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S201 ISSUED FOR CONSTRUCTION

#5 BARS @ 16" O.C.

EXISTING BUILDING

14 NOTES: 1. ALL CMU WALLS TO RECEIVE A BOND BEAM AT THE TOP OF THE WALL U.N.O. FOR 8" CMU WALLS, THE BOND BEAM IS TO RECEIVE (1) #5 CONT. BAR. FOR 6" CMU WALLS, THE BOND BEAM IS TO RECEIVE (1) #4 CONT. BAR. 2. ALL CMU CELLS THAT RECEIVE REBAR ARE TO BE GROUTED SOLID. 3. COORDINATE W/ ARCH DWGS FOR ALL OPENINGS IN MASONRY WALLS.

#5 BARS @ 32" O.C.

EXISTING WALL

11 #5 BARS @ 32" O.C.

107' - 5"

#5 BARS @ 16" O.C. 18' - 8" 1' - 5"

88' - 9"

7' - 11"

1' - 5"

21' - 4"

26' - 6"

21' - 9"

19' - 2"

#5 BARS @ 32" O.C.

4' - 1"

125' - 2 1/4"

S301 W12X 19

19 W12X

3' - 0"

JOIST J-1

3' - 0" DECK L6X4X1/2 2N

S202

KICKER - SEE DETAIL 6F/S301.

L6X4X1/2

5 3A S202 3F S302

SIM

TYP.

S202 4' - 5" DECK

4' - 5" DECK

JOIST J-1

7' - 11"

6' - 0"

5J S301 1' - 5"

1' - 5"

JOIST J-1

49' - 1"

125' - 2 1/4"

20' - 4"

5J S301

TYP.

S301 W16X40

6' - 0"

'BP' REFERS TO BENT PLATE

OPP.

4 JOIST J-1

L6X4X 1/2

W16X40

BP10 X6X1/ 2

2 X6X1/ BP10

1/2 L6X4X

125' - 2 1/4"

JOIST J-1 4' - 1"

18' - 8"

HIGH FRAMING DETAIL 1 1/2" = 1'-0"

2 1'

7' - 0"

0' B

3C S202

24' - 8" 4' - 5"

6' - 8 3/4"

W16X50

W10X22 120' - 7 1/2"

120' - 7 1/2"

W10X22 L6X4X1/2

W16X50 120' - 7"

3' - 0" DECK

L6X4X1/2

120' - 7 1/2"

W10X22

W12X40

1" BEAM

120' - 7 1/2"

W10X22 120' - 7 1/2"

L6X4X1/2

W10X22

120' - 7 1/2"

1" BEAM

120' - 7 1/2" L6X4X1/2

L6X4X1/2

W10X22

W12X40 120' - 7 1/2" L6X4X1/2

120' - 7 1/2"

W16X50 120' - 7"

L6X4X1/2

38' - 0"

S301

12' - 3 1/4"

L6X4X1/2

12' - 3 1/4"

KICKER - SEE DETAIL 6F/S301.

19' - 0"

10 L6X4X1/2

19' - 0"

123' - 0"

L6X4X1/2

L6X4X1/2 123' - 0"

6' - 8 3/4"

11 W16X50 120' - 7 1/2"

L6X4X1/2 W10X22

120' - 7 1/2"

L6X4X1/2

1" BEAM

120' - 7 1/2"

W10X22

123' - 0" 122' - 11 1/4" 123' - 0"

123' - 0" 123' - 0"

123' - 0"

123' - 0" 123' - 0"

123' - 0"

W10X22

W12X40

120' - 7 1/2"

L6X4X1/2

L6X4X1/2 W10X22

1" BEAM

120' - 7 1/2"

L6X4X1/2 123' - 0"

W12X40

OPP.

S301

W10X22 L6X4X1/2

120' - 7 1/2" 123' - 0"

W10X22

120' - 7 1/2" W10X22

W12X40

120' - 7 1/2"

123' - 0" 123' - 0"

123' - 0"

122' - 11 1/4"

RD1

1" BEAM

120' - 7 1/2"

W10X22

123' - 0" 123' - 0"

123' - 0"

123' - 0" 123' - 0" W10X22

120' - 7 1/2"

W10X22

W12X40

W10X22

123' - 0" 123' - 0"

123' - 0"

W10X22 7A

L6X4X1/2

L6X4X1/2 1" BEAM W10X22

120' - 7 1/2"

L6X4X1/2 120' - 7 1/2"

120' - 7 1/2"

W10X22

W12X40

120' - 7 1/2"

L6X4X1/2

L6X4X1/2 1" BEAM W10X22

120' - 7 1/2"

W10X22

120' - 7 1/2"

L6X4X1/2

L6X4X1/2 W10X22

123' - 0" 1" BEAM

120' - 7 1/2"

W12X40

W16X50 120' - 7"

3A S202

S302 OPP.

S202

DECK 3N

6' - 0"

4" 10 1/

1 1/2" METAL DECK

1' - 5"

W16X40

7' - 11" 128' - 2"

SIM

4A JOIST J-1 125' - 2 1/4"

7' - 11"

6' - 0"

24' - 8"

1' - 5"

21' - 9"

RD1

W16X50 120' - 7"

6' - 0"

3' - 0"

10 1/ 4"

L6X4X1/2

6J S301

W16X57 120' - 7" L6X4X1/2

122' - 11 1/4"

L6X4X1/2

S301

L6X4X1/2

W16X50 120' - 7"

125' - 2 1/4"

TYP.

W16X40

HIGH FRAMING DETAIL 2 1/4" = 1'-0"

6' - 0"

JOIST J-1

123' - 0" 123' - 0"

123' - 0"

6' - 0"

JOIST J-1

L6X4X1/2

7L S302

L6X4X1/2

W21X62 125' - 2 1/4"

W21X62

125' - 2 1/4"

38' - 0"

136' - 2"

SIM.

FULL PENETRATION WELD

L6X4X1/2

W12X40

TYP.

7N JOIST J-1

120' - 7 1/2"

W12X40

SIM.

122' - 11 1/4"

L6X4X1/2

1 1/2

W12X40

W10X22

1 1/2

DECK

TYP.

7N S301

S302

120' - 7 1/2"

6' - 8 3/4" 12

W16X31

12' - 3 1/4"

JOIST J-1

120' - 7 1/2"

12' - 3 1/4"

TYP.

L6X4X1/2

6' - 8 3/4"

3' - 0"

W16X57 120' - 7"

S302 JOIST J-1

AS A CLARIFICATION TO DETAIL 4A, THE SLOPED BEAMS RECEIVING A FULL PENETRATION WELD ALONG COLUMN LINES D, F, G AND L SHALL HAVE A FULL PENETRATION WELD AND THE RIDGE BEAMS ALONG COLUMN LINE 8 WILL BE COPED. THE RIDGE BEAM IS CONNECTED TO THE WELDED SLOPED BEAMS WITH A SIMPLE SHEAR CONNECTION.

19' - 0"

S302

6' - 0"

8 19' - 0"

6' - 0"

ENLARGED HIGH FRAMING PLAN - ENTRY 1/4" = 1'-0"

W16X50 120' - 7"

L6X4X1/2

DECK

120' - 7 1/2"

L6X4X1/2 120' - 7 1/2"

3' - 0"

24' - 8"

W16X31

18' - 8"

RD1

JOIST J-1

4' - 8"

3' - 0"

3' - 11" DECK 7L S302

JOIST J-1

RD1

4' - 8"

49' - 1"

W16X40 W16X40

125' - 2 1/4"

W16X40

125' - 2 1/4"

20' - 9" DECK

6' - 0"

JOIST J-1

6' - 0" 4' - 8"

DECK

7N S301

W16X40

6' - 0" 6' - 0"

3' - 6" 7' - 0" 3' - 6"

45.0 0째

1 3' - 0"

HSS12X4X.375 125' - 9" L6X4X1/2

128' - 2"

JOIST J-1

7L S302

L6X4X1/2

TYP. 7A S202

6' - 0"

3' - 0"

L6X4X1/2

TYP.

6J S301

S302 JOIST J-1

S301

0' 2' 4' ENLARGED HIGH FRAMING PLAN CORNER FRAMING 3A 1/4" = 1'-0"

JOIST J-1 7A

7F 4' - 8"

DECK

L6X4X1/2

128' - 2" HSS12X4X.375 125' - 10"

L6X4X1/2

/2 X1 X4 L6

35.0 0째

L6X4X1/2

3' - 0"

DECK

L6X4X1/2

0째 45.0

L6X4X1/2 L6 X4 X1 /2

125' - 10" HSS12X4X.375 128' - 2"

L6X4X1/2

126' - 1"

/2 X1 X4 L6

NOTE: CONNECTION SIMILAR TO 7F/S301 & 7G/S301.

L6X4X1/2

4' - 3"

HSS10X4X.375

L6X4X1/2

W12X19

JOIST J-1

S301

BP10X6X1/2

HSS12X4X.375 125' - 9"

S202

DECK

128' - 2" 128' - 2"

W12X19 BP10X6X1/2

L6X4X1/2

126' - 1"

TYP.

125' - 2 1/4"

7' - 11" 5N S301

L6X4X1/2

6' - 0"

1' - 5"

SIM. 5N S301

15 JOIST J-1

64'

NOTE: 'BP' = BENT PLATE.

15' - 10"

32'

21' - 4"

16'

6' - 0"

7' - 11" 2

6' - 0"

A 1' - 5"

3C S202

7' - 0"

#5 BARS @ 16" O.C.

MASONRY REINFORCEMENT PLAN 1/32" = 1'-0"

OPP.

7' - 11"

TYP.

7' - 11" T/ JOIST 128' - 2"

6J S301

4' - 5"

1 1/2" METAL DECK

6J S301

TYP.

4' - 11 1/2"

5" 11' -

2' - 11 1/2"

T/ STEEL 125' - 2 1/4"

1' - 1"

JOIST J-1

4' - 11 1/2"

2' - 11 1/2"

15' - 10"

JOIST J-1 1/2" = 1'-0"

T/ STEEL 125' - 2 1/4"

7G 0'

HIGH FRAMING PLAN 1/8" = 1'-0"

16'

Addenda #2

11/24/14

Addenda #3

CHECKED

APPROVED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:54:13 PM

State of Illinois

#001.020239 T

7/31/14

Timothy R. Ervin

APPROVED

TRACED

Addenda #1

7/24/14

AKS

OF I L L I

REMARKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

HIGH FRAMING PLAN

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S202 ISSUED FOR CONSTRUCTION

7N/S301

6x6x1/4

T/ STEEL.

112' - 6"

T/ STEEL 112' - 7"

(I.P. 1hr)

HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 6"

113' - 8"

120' - 6"

(I.P. 1hr)

HSS8X8X1/2

120' - 6" (I.P. 2hr)

HSS6X6X1/2

(I.P. 1hr)

HSS8X8X1/2

113' - 7" (I.P. 1hr)

HSS6X6X1/2

112' - 6"

8x8x1/4

120' - 7 1/2"

6x6x1/4

120' - 7 1/2"

6x6x1/4

120' - 6"

8x8x1/4

(I.P. 2hr)

6x6x1/4

(I.P. 1hr)

HSS6X6X1/2

HSS8X8X1/2

120' - 6" HSS6X6X1/2

(I.P. 1hr)

6x6x1/4

120' - 7 1/2"

7N/S301

8x8x1/4

(I.P. 1hr)

7N/S301

120' - 7 1/2" (I.P. 1hr)

HSS6X6X1/2

HSS8X8X1/2

112' - 6"

115' - 1" HSS6X6X1/2

(S.C.)

HSS14X.500

(I.P. 1hr)

HSS8X8X.625

112' - 6"

6x6x1/4

120' - 6"

5J & 5L/S301

6x6x1/4

(I.P. 2hr)

8x8x1/4

HSS6X6X1/2

6x6x1/4

HSS6X6X1/2

6x6x1/4

(I.P. 1hr)

120' - 3" HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 6"

(I.P. 1hr)

HSS8X8X.625

14dia x1/4

(I.P. 1hr)

7N/S301

8x8x1/4

125' - 11"

7N/S301

6x6x1/4

125' - 10"

6x6x1/4

125' - 10"

125' - 11" (S.C.)

HSS14X.500

125' - 3" (I.P. 1hr)

HSS8X8X1/2

125' - 3" (I.P. 1hr)

HSS8X8X.625

(I.P. 1hr)

HSS8X8X.625

125' - 3"

6x6x1/4

HSS6X6X1/2

6x6x1/4

120' - 3"

8x8x1/4

(I.P. 2hr)

14dia x1/4

HSS6X6X1/2

8x8x1/4

(I.P. 2hr)

8x8x1/4

(I.P. 2hr)

8x8x1/4

(I.P. 1hr)

HSS8X8X1/2

125' - 3" (I.P. 1hr)

(I.P. 1hr)

HSS8X8X1/2

125' - 3"

(S.C.)

HSS14X.500

HSS8X8X.625

110' - 8"

8x8x1/4

(I.P. 2hr)

HSS6X6X1/2

(I.P. 2hr)

HSS6X6X1/2

110' - 8"

(I.P. 1hr)

HSS8X8X.625

(S.C.)

HSS14X.500

112' - 7"

FIELD VERIFY ELEVATION OF EXISTING FOUNDATION PRIOR TO FABRICATION OF COLUMN A-7 AND A-9.

8x8x1/4

5J & 5L/S301

HSS8X8X.625

5J & 5L/S301

8x8x1/4

125' - 3"

4L/S302

8x8x1/4

(I.P. 1hr)

4L/S302

8x8x1/4

HSS8X8X.625

5J & 5L/S301

120' - 6"

T/ STEEL

14dia x1/4

(I.P. 1hr)

8x8x1/4

125' - 11"

6x6x1/4

125' - 10"

T/ STEEL.

6x6x1/4

125' - 11"

DETAIL

8x8x1/4

125' - 10"

14dia x1/4

HSS8X8X1/2

CAP PLATE-NxB

(I.P. 1hr)

T/ CONC.

99' - 0"

PLATE SIZE-NxB

20x20x1

16x16x1

12x16x1

16x16x1

20x20x1

16x16x1

20x20x1

16x16x1

20x20x1

16x16x1

DETAIL

7C/S301

4C/S301

7C/S301

6A/S301

7C/S301

6C/S301

7C/S301

6C/S301

7A/S301

6C/S301

7A/S301

6C/S301

7A/S301

6C/S301

7A/S301

6C/S301

A-1

A-2

A-7

A-9

A-15

A-16

B-4

B-5

B-11

B-13

C-4

C-5

C-11

C-13

D-1

D-2

D-3

D-6

D-10

D-14

D-15

D-16

E-11

F-3

F-5

F-6

F-10

F-11

F-14

G-4

G-5

G-6

G-10

G-11

G-13

H-3

H-14

6x6x1/4

8x8x1/4

6x6x1/4

8x8x1/4

DENOTES CAP PLATE SIZE

4H/S302

DENOTES THE DETAIL TO REFERENCE

Column Locations

COLUMN SCHEDULE NOTES: 1. BASE PLATE AND CAP PLATE DIMENSIONS ARE IN INCHES. 2. CENTER CAP PLATE AND BASE PLATE ON COLUMN, U.N.O. 3. (S.C.) INDICATES EXPOSED COLUMNS TO RECEIVE SPECIAL COATINGS. 4. (I.P. 1hr) INDICATES COLUMNS TO RECEIVE AN INTUMESCANT PAINT COATING WITH A 1 HOUR RATING. PAINT TO BE APPLIED TO ALL FOUR SIDES. 5. (I.P. 2hr) INDICATES COLUMNS TO RECEIVE AN INTUMESCANT PAINT COATING WITH A 2 HOUR RATING. PAINT TO BE APPLIED TO ALL FOUR SIDES.

DECK L4X4X1/4 CONT. ANGLE 1 1/2" METAL DECK

CURTAIN WALL

0' 0' 6" COLUMN CAP PLATE DETAIL 2L 1" = 1'-0"

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

7A/S301

16x16x1

7A/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

16x16x1

6C/S301

7C/S301

16x16x1 7C/S301

18x18x3/4 2N/S102 & 3N/S102

16x16x1 6C/S301

1 1/2" METAL DECK L5x5x3/8" FRAME TUBE BEAM

L-4

L-5

L-11

M-3

M-4

M-5

M-11

M-13

M-14

N-5

N-8

N-11

E-B-8

E-1-Ob

TUBE COLUMN

3L 0'

16' A

BEAM REACTION SCHEDULE BEAM SIZE

REACTION (KIPS)

BEAM SIZE

REACTION (KIPS)

W36

W18

W33

103

W16

W30

W14

W27

W12

W24

W10

W21,HSS20

T/ CONC. 100'-0"

T/ PIER/FTG 99'-0"

FILL IN w/ CONC. AFTER SETTING COLUMN 7 - 1 1/4" DIA. ANCHOR RODS w/ NUT WELDED ONTO END

1 3/4"

CURTAIN WALL SYSTEM

1" BEAM

FILL IN w/ CONC. AFTER SETTING COLUMN

ANGLE TO SUPPORT CURATIN WALL COORDINATE WITH CURTAIN WALL MANUF.

BOTH LEGS OF ANGLE

SHEAR CONNECTION TYP.

0' 1' 2' CURTAIN WALL SUPPORTS 5G 1/2" = 1'-0"

1/4" END PLATE - WELD TO HSS16X8X3/8 STUB COLUMN

SEE HIGH FRAMING PLAN

EXISTING WALL

5L 0'

T/ STEEL 126' - 2 1/8"

L6X4X1/2

3/4" dia. X 4" LONG SHEAR STUD TYP.

HSS8X8X.625

OFFSET TUBE SECTION 3/4" = 1'-0"

@ TOP AND BOTTOM OF TAB

0' 5N

OFFSET TUBE CONNECTION 3/4" = 1'-0"

COMPOSITE SLAB DETAIL 3/4" = 1'-0" 0'

1/2" THICK STIFFENER PLATE - WELD TO BEAM & PLATE

4' - 5"

1 1/2" METAL DECK

DECK 12 3

STEEL COLUMN -SEE SCHEDULE

COLUMN CAP -SEE COLUMN SCHEDULE

3' - 5" DECK T/ STEEL 112' - 5 1/2"

T/ STEEL 112' - 2" 1 1/2" METAL DECK

1 1/2" METAL DECK

BASE PLATE DETAIL 4 3/4" = 1'-0"

0' 6C

L6X4X1/2

30# FELT BOND BREAKER

1 1/2" NON-SHRINK GROUT BED

DOUBLE LEVELING NUTS

L4X4X1/4 KICKER ANGLE @ THIRD POINTS ALONG BEAM

1 1/2"

5" WIDE X 1/2" THICK STEEL PLATE - WELD TO BEAM

1' - 0"

T/ PIER/FTG 99'-0"

3' - 0"

4-1 1/4"dia ANCHOR RODS w/ NUT WELDED ONTO END

L4X4X1/4 CONT. ANGLE TYP. - WELD TO CANT. ANGLE

4-1 1/4"dia ANCHOR RODS w/ NUT WELDED ONTO END

1 1/2" METAL DECK

NOTE: CONNECTION CAN BE MADE AT FABRICATOR'S OPTION 3' - 5"

3 1 1/2" METAL DECK

BOTH LEGS OF ANGLE

STEEL COLUMN -SEE SCHEDULE

COLUMN CAP -SEE COLUMN SCHEDULE

T/ STEEL 112' - 2"

1 1/2" METAL DECK

DECK 12

STEEL COLUMN -SEE SCHEDULE

4X4X1/4 CONT. BENT PLATE - WELD TO JOIST EXTENSIONS

4X4X1/4 CONT. BENT PLATE

BASE PLATE DETAIL 2 3/4" = 1'-0"

0' 6" 1' 3'-5" DECK EDGE DETAIL 3 7G 3/4" = 1'-0"

TYPE 'R' JOIST EXTENSION

3'-5" DECK EDGE DETAIL 3/4" = 1'-0"

2' 6N

SHEAR CONNECTION NOTE: CONNECTIONS SHALL DEVELOP 100% OF THE SCHEDULED REACTIONS

7L 0'

0' 6" 1' 2' BEAM TO BEAM SHEAR CONNECTION TYP. 3/4" = 1'-0"

3/4" PLATE EACH SIDE N.S. & F.S. @ COLUMN CENTERLINE

MOMENT CONNECTION TYP. 3/4" = 1'-0"

3/4" PLATE

TRANSFER COLUMN

4-3/4"dia A-325 BOLTS N.S. & F.S.

T/ STEEL EL=SEE PLAN

4-3/4"dia A-325 BOLTS N.S. & F.S.

HSS COLUMN

2' 7J

3/8" MAX PLATE THICKNESS - IF THICKER PLATE IS NEEDED THEN COLUMN WALL THICKNESS MUST BE 3/8" MIN.

3/4" PLATE EACH SIDE - CENTERED ON COLUMN

HSS COLUMN

0' 0' 6" 3'-0" DECK EDGE DETAIL 7F 3/4" = 1'-0"

SHEAR PLATE OR DOUBLE ANGLE CONNECTION MOMENT CONNECTION NOTE: CONNECTIONS SHALL DEVELOP 100% OF THE SCHEDULED REACTIONS

3/4" PLATE

2 1/2"

5"X7"X1/2" STEEL PLATE WELD TO BEAM

BASE PLATE DETAIL 3 3/4" = 1'-0"

0' 3'-5" DECK EDGE DETAIL 3/4" = 1'-0"

SHEAR PLATE CONNECTION

NOTE: CONNECTIONS SHALL DEVELOP 100% OF THE SCHEDULED REACTIONS

BOTH LEGS OF ANGLE

5" WIDE X 1/2" THICK STEEL PLATE - WELD TO BEAM

1 3/4" L6X4X1/2

4X4X1/4 CONT. BENT PLATE

3' - 5"

DECK

3 1/2" SEAT

1 3/4"

L2X2X3/8 ANGLE WELD TO BEAM & ANGLE

DECK

FILL IN w/ CONC. AFTER SETTING COLUMN

4'-5" DECK EDGE DETAIL 3/4" = 1'-0"

STANDARD DOUBLE ANGLE CONNECTION

L6X4X1/2

4X4X1/4 CONT. BENT PLATE WELD TO JOISTS

T/ PIER/FTG 99'-0"

JOIST J-1

CURTAIN WALL

4'-0" DECK EDGE DETAIL 6F 3/4" = 1'-0"

T/ CONC. 100'-0"

FILL IN w/ CONC. AFTER SETTING COLUMN

T/ STEEL 125' - 2 1/4"

BOTH LEGS OF ANGLE

T/ CONC. 100'-0"

L4X4X1/4 CONT. ANGLE

BASE PLATE DETAIL 1 3/4" = 1'-0"

5" SEAT

CL OF COLUMN AND BASE PLATE

DECK

1/2" THICK STIFFENER PLATE - WELD TO BEAM & PLATE

1/4" END PLATE - WELD TO HSS16X8X3/8 STUB COLUMN

0' OFFSET TUBE SECTION 3/4" = 1'-0"

3' - 11"

MISC. FRAMED OPENINGS 1/2" = 1'-0"

OUTLINE OF CURTAIN WALL

4-1"dia ANCHOR RODS w/ NUT WELDED ONTO END 1 3/4"

#4 BAR @ 12" O.C. X 60" LONG WHERE DECK SPAN IS PARALLEL TO BEAM (CHAIRED)

B/ STEEL 123' - 6"

HSS16X8X3/8 STUB COLUMN

TYP.

HSS16X8X.375

16X8X1/4 CAP PLATE

MOMENT CONNECTION SEE DETAIL 6A/S301

4' 5J

1' - 1"

SHEAR CONNECTION TYP.

8X8X1/4 CAP PLATE

HSS16X8X3/8 STUB COLUMN

0' 6" CURTAIN WALL SUPPORTS 5F 3/4" = 1'-0"

BEAM/JOIST

CL JOIST/BEAM

D 1' - 5"

S301 W12X19

T/ STEEL 125' - 2 1/4"

T/ STEEL 123' - 6"

1 1/2"

BEAM TO RECEIVE INTUMESCENT PAINT - COORD. WITH FRAMING PLANS.

DOUBLE LEVELING NUTS

T/ CONC. 100'-0"

1' - 0"

T/ STEEL 111' - 8"

1 1/2" NON-SHRINK GROUT BED

CL OF BASE PLATE

T/ STEEL 126' - 1"

1 1/2" METAL DECK

T/ STEEL 125' - 9"

CURTAIN WALL SYSTEM

CURTAIN WALL BRACING - WELD TO BEAM

T/ STEEL 112' - 2"

30# FELT BOND BREAKER

DOUBLE LEVELING NUTS

1" BEAM

0' 6" 1' FRAMING CONNECTION TO CURTAIN WALL 3/4" = 1'-0"

1 1/2" METAL DECK

9 3/8" 1' - 2"

COLUMN BASE PLATE ON EXISTING 4C 1/2" = 1'-0"

8X8X1/4 4X4X1/4 CONT. CAP PLATE BENT PLATE

CURTAIN WALL BRACING - WELD TO BEAM

3' - 0"

T/ STEEL 126' - 1"

1 1/2" NON-SHRINK GROUT BED

BOTH LEGS OF ANGLE

16X8X1/4 CAP PLATE

T/ STEEL 116' - 0"

S102 4 5/8"

HSS - HSS WELDED MOMENT CONNECTION TYP. 3/4" = 1'-0"

D 1' - 5"

(5) 3/4" dia. ADHESIVE ANCHORS

30# FELT BOND BREAKER

12"X16"X1" BASE PLATE

NOTES: 1. REACTIONS ARE BASED ON LRFD CALCULATIONS. (LOADS ARE FACTORED.) 2. BEAM REACTIONS EXCEEDING THESE VALUES ARE NOTED ON PLAN. 3. SEE THIS SHEET FOR TYPICAL COLUMN-BEAM AND BEAM-BEAM CONNECTIONS.

2 1" BEAM

L6x4x3/8" SEAT

10X6X1/2 CONT. BENT PLATE (LLH) CURTAIN WALL - SEE ARCH DWGS

NOTE: COORDINATE EXISTING WALL WIDTH AND T/ WALL ELEVATION BEFORE FABRICATION

2 5/8" COLUMN

ROOF DECK

'X-00' DENOTES GRID INTERSECTION

E-2-Ob

TUBE COLUMN

Graphical Column Schedule - Base Bid 3A 1/8" = 1'-0"

4-12

K-10

1/4

W16X40

K-6

4-12 STAGGER

Column Locations J-12

1/4

STEEL BEAM - SEE FRAMING PLAN

TUBE BEAM

L6x4x3/8"x6" LONG -SEE SEAT DETAIL BELOW

2 1" STEEL PLATE

DENOTES THE DETAIL TO REFERENCE

6C/S301

4'-0" DECK EDGE DETAIL 2 2N 3/4" = 1'-0"

DENOTES THE BASE PLATE SIZE

16x16x1

NOTE: L6x6x1/2"ANGLES SUPPORTING CONCRETE DECK

L5x5x3/8

L6X4X1/2 ANGLE WELD TO BEAM

STEEL COLUMN, ANGLE COLUMN TO MATCH ROOF SLOPE

CL JOIST/BEAM

L5x5x3/8

HSS12X4X.375

16x16x1

DETAIL

3' - 11"

99' - 0"

PLATE SIZE-NxB

TOP COLUMN ELEVATION ON COLUMN SCHEDULE

L5x5x3/8

COLUMN TYPE / SIZE

T/ CONC.

COLUMN CAP PLATE - SEAL WELDED TO COLUMN

99' - 4"

(I.P. 2hr)

HSS8X8X1/2

(I.P. 2hr)

HSS8X8X1/2

99' - 4"

99' - 0"

112' - 7"

(APPLIED COATINGS REQUIRED)

119' - 0"

115' - 6" (I.P. 2hr)

W10X49

T/ STEEL

99' - 3"

T/ CONC.

120' - 6"

XX'-X" DENOTES THE TOP OF CONCRETE IF NOT SIMILAR TO THE BASE LINE

120' - 7 1/2"

T/ STEEL.

(I.P. 1hr)

HSS8X8X1/2

(I.P. 1hr)

HSS8X8X1/2

120' - 7 1/2" (I.P. 1hr)

HSS8X8X1/2

112' - 6" (I.P. 1hr)

HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 7"

112' - 5 1/2" (I.P. 1hr)

HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 7" (I.P. 1hr)

HSS6X6X1/2

112' - 6" (I.P. 1hr)

HSS6X6X1/2

112' - 5 1/2"

120' - 7 1/2" (I.P. 1hr)

HSS8X8X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 11" (I.P. 2hr)

HSS6X6X1/2

112' - 11" HSS6X6X1/2

(I.P. 1hr)

HSS6X6X1/2

112' - 7"

(I.P. 2hr)

T/ STEEL

113' - 6"

120' - 6" 114' - 5"

(I.P. 1hr)

T/ STEEL.

123' - 0"

7F/S302

120' - 7 1/2"

DETAIL

XX'-X" DENOTES THE TOP OF COLUMN IF NOTED

COLUMN EXAMPLE CAP PLATE-NxB

BEAM TO HSS COLUMN SHEAR CONNECTION TYP. 3/4" = 1'-0"

2' 0' 7N

BEAM OVER COLUMN DETAIL TYP. 3/4" = 1'-0"

0' TRANSFER GIRDER DETAIL TYP. 3/4" = 1'-0"

Addenda #2

11/24/14

Addenda #3

APPROVED

#001.020239 E

CHECKED

APPROVED

7/31/14

Timothy R. Ervin

TRACED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:54:23 PM

State of Illinois

OF I L L I

Addenda #1

7/24/14

REMARKS

SEAL

DATE

PREPARED

AKS

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

COLUMN SCHEDULE & STEEL DETAILS

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S301 ISSUED FOR CONSTRUCTION

EXISTING W SECTION COLUMN ROTATED AT 45 DEGREES

1' - 0"

W12X19 112' - 2"

(4) 1/2" ADHESIVE ANCHOR EQUALLY SPACED ON ANGLE EMBED MIN. 3" INTO MASONRY.

SHEAR CONNECTION TYP.

(2) 3/4" STEEL PLATE EACH SIDE CENTERED UNDER EDGE OF COLUMN FLANGE

0' 1L

1 1/2

4' - 9"

W16X50 L7X4X1/2

L7X4X1/2

CURTAIN WALL LOCATIONS COORDINATE W/ ARCH DWGS 1' - 0"

2' - 0"

E-1

14' - 6" 7' - 3"

L7X4X1/2 ANGLES IN THIS VIEW ARE 38" LONG

1 1/2

1' - 0"

7' - 8"

7' - 4"

1' - 0"

3' - 5"

NOTE: CONNECTION SIMILAR TO 7G/S301.

DECK

3' - 0"

BEAM TO RECEIVE INTUMESCENT PAINT COATING WITH A 2 HOUR RATING

T/ SLAB 100' - 0" TO MATCH EXISTING

DECK

16"X7"X3/4" STEEL PLATE

T/ STEEL 110' - 8 1/8" FIELD VERIFY

3/4" STIFFENER PLATE @ EACH SIDE OF WEB TYP. @ HANGING COLUMN

HANGING COLUMN DETAIL 3/4" = 1'-0"

8 13

19' - 8"

6' - 4"

15' - 8"

14' - 2"

W18X35 STEEL BEAM W/ 3/4" STIFFENER PLATE @ EACH SIDE OF WEB

METAL STUD SOFFIT - COORD. WITH SHEET A801.

METAL STUD SOFFIT - COORD. WITH SHEET A801. 5' - 1"

METAL STUD SOFFIT - COORD. WITH SHEET A801.

NOTE: 1. ALL BEAMS IN THIS VIEW TO RECEIVE 2hr SPRAY FIRE PROOFING. COORDINATE FIRE PROOFING WITH SHOP PRIMER. 2. NEW BEAMS IN THIS VIEW MAY BE SPLICED AT CONTRACTOR AND FABRICATORS OPTION FOR INSTALLATION PURPOSES. COORDINATE WITH ARCHITECT. 3. SEE SD101 FOR 'DEMOLITION SLAB PLAN'. 4. FIELD VERIFY ALL DIMENSIONS RELATED TO EXISTING CONDITIONS

W12X14

W12X14 W12X14

L6X4X1/2

SHEAR CONNECTION TYP.

29' - 10"

W12X14

W10X49

4X4X1/4 CONT. BENT PLATE WELD TO CANT. ANGLES

T/ STEEL 120' - 7"

7F S302

W12X14

W8X40

BOTH LEGS OF ANGLE 5" WIDE X 1/2" THICK STEEL PLATE - WELD TO BEAM

T/ COLUMN 115' - 6" FIELD VERIFY

W12X14

4X4X1/4 CONT. BENT PLATE - WELD TO JOISTS

T/ STEEL 113' - 5"

W33X118

W33X130

1N S302 SIM.

W14X90

W14X74

T/ STEEL 115' - 1"

1N S302

W12X14

W10X49

E-1

3 1/4" DECK 3 1/2" SEAT

MECHANICAL CHASE COORD. WITH ARCH DRAWINGS

E-C

W12X14

W10X49

1' - 0"

3/4" STIFFENER PLATE @ EACH SIDE OF WEB - TYP. @ HANGING COLUMN

DECK

56' - 10" 27' - 0"

W14X90

3' - 0"

1 1/2" METAL DECK

W10X49

E-2

TRANSFER GIRDER DETAIL 4 3/4" = 1'-0"

+/- 2' - 0"

W10X49

T/ BEAM 114' - 7"

W18X35 STEEL BEAM W/ 3/4" STIFFENER PLATE @ EACH SIDE OF WEB - TYP. @ HANGING COLUMN

/2 4X1 L4X L4X 4X1 /2

HSS6X6X1/2

HSS8X8X1/2

MECHANICAL CHASE COORD. WITH ARCH DRAWINGS

5' - 0"

METAL STUD SOFFIT - COORD. WITH SHEET A801.

W18X35 STEEL BEAM W/ 3/4" STIFFENER PLATE @ EACH SIDE OF WEB

L4X4X1/2 ANGLE KICKER

T/ BEAM 114' - 7"

1/2" THICK STIFFENER PLATE - WELD TO BEAM & PLATE

HSS6X6X1/2

L4X4X1/2 ANGLE CROSS BRACING

L4 X4 X1 /2

W18X35 STEEL BEAM W/ 3/4" STIFFENER PLATE @ EACH SIDE OF WEB TYP. @ HANGING COLUMN

13 1/2" X 1/4" STEEL PLATE TO SPAN ENTIRE OPENING

RETROFIT BEAM DETAIL 5L 3/4" = 1'-0"

T/ COLUMN 123' - 5 1/4"

W16X40

5' - 0"

W16X40

HSS6X6X1/2

E-1

S302

W21X62

T/ BEAM 125' - 2 1/4"

JOIST J-1 - SEE 'HIGH FRAMING PLAN' ON S202.

3/4" STIFFENER PLATE @ EACH SIDE OF WEB - TYP. @ HANGING COLUMN

S302

T/ BEAM 125' - 2 1/4" T/ COLUMN 123' - 10 1/4"

JOIST J-1 - SEE 'HIGH FRAMING PLAN' ON S202.

SIM

OVERLAPPING ROOF EDGE DETAIL 3/4" = 1'-0"

+/- 22' - 0"

L8X4X5/8" ANGLE EXTEND 16" BEYOND EACH SIDE OF OPENING

STOREFRONT

3/4" STEEL PLATE EACH SIDE - CENTERED UNDER COLUMN

25 X.31 6X3 HSS

E-B

NOTE: 1. FIELD VERIFY SIZE, ELEVATION AND LOCATION OF ALL EXISTING STRUCTURE. 2. FIELD VERIFY ALL DIMENSIONS RELATED TO EXISTING CONDITIONS. 3. EXISTING STRUCTURE IS LABELED IN THIS PLAN FOR REFERENCE ONLY.

T/ STEEL 110' - 8 1/8"

2 5/8"

E-A

1' - 2 5/8"

(4) 3/4" dia. A-325 BOLTS N.S. & F.S.

STEEL SHIMS AS REQUIRED

MIN

STUB COLUMN DETAIL 3/4" = 1'-0"

0' RETROFIT OF EXISTING STRUCTURE - ELEVATION 2 1/8" = 1'-0"

FIELD VERIFY

EACH FLANGE & ONE SIDE OF WEB

EXISTING STEEL TUBE COLUMN

W18X35

25 X.31 6X3 HSS

1 1/2" METAL DECK

T/ BEAM 114' - 7"

COMPOSITE DECK W/ WWF 6x6W1.4xW1.4

5"X6"X1/2" STEEL PLATE @ 24" O.C.- WELD TO BEAM & ANGLE

1' - 4" 11 3/8"

F4 (99' - 4")

+/- 24' - 0"

T/ STEEL 122' - 6 1/2" VARIES - SEE PLAN W18X35

F4 (99' - 4")

8 3" DECK

L4X4X3/4 ANGLE W/ (2) 3/4" BOLTS TYP.

W18X35

HSS6X6X1/2 STUB COLUMN - SHOP WELD TO BEAM

ENLARGED LOW FRAMING PLAN - CORNER FRAMING 1/4" = 1'-0"

WALL SHOWN FOR CLARITY - COORD. WITH ARCH DWGS.

T/ COLUMN 113' - 1 1/4"

RETROFIT OF EXISTING STRUCTURE - ELEVATION 3 1/4" = 1'-0" A

JOIST J-1

12"X6"X3/4" CAP PLATE CENTERED ON STUB COLUMN - SHOP WELD TO COLUMN

T/ SLAB 100' - 0"

EXISTING FOOTING TO REMAIN. COORDINATE WITH SHEET SD101.

4L 0'

T/ BEAM 112' - 11"

S301

45.0 0째

L6X4X1/2

3' - 5"

DECK

HSS6X6X1/2

/2 X1 X4 " L6 -8 4'

T/ BEAM 114' - 7"

1L S302

T/ STEEL 125' - 2 1/4"

L6X4X1/2

DECK

T/ STEEL 119' - 0" W33X130

S301

1 1/2" METAL DECK

13' - 6 5/8"

W16X40 (I.P. 2hr)

19' - 8 3/8"

S302

T/ STEEL 110' - 8 1/8"

1' - 5"

E-2 7' - 3"

7' - 3"

5J S302

CURTAIN WALL ELEVATION DETAIL 1/4" = 1'-0"

26' - 0"

EXISTING COLUMN

L7X4X1/2

2' - 0"

EXISTING COLUMN ROTATED 45 DEGREES

L7X4X1/2

CURTAIN WALL LOCATIONS COORDINATE W/ ARCH DWGS

7' - 8"

33' - 3"

FIELD VERIFY ALL DIMENSIONS RELATED TO EXISTING CONDITIONS

4' - 9"

W33X118 113' - 5"

7' - 4"

0' TRANSFER GIRDER DETAIL 3 1/2" = 1'-0"

W12X14

HSS 6X3 X.31 25 W21X44

T/ COLUMN 123' - 5 1/4"

4' - 9"

W16X50 L7X4X1/2

L7X4X1/2

W21/62 STEEL BEAM - SEE 'HIGH FRAMING PLAN' ON S202.

L4X4X3/4 ANGLE ON 2 SIDES OF HANGING COLUMN - EACH ANGLE TO RECEIVE (2) 3/4" BOLTS

L7X4X1/2

T/ BEAM 125' - 2 1/4"

3/4" STIFFENER PLATE @ EACH SIDE OF WEB TYP. @ HANGING COLUMN

4' - 9" 10 1/4"

2N S301

(I.P. 2hr)

4' - 9"

L6X4X1/2 TYP. - SEE DETAIL 6F/S301.

8 38' - 0"

HSS6X6X1/2

4' - 9"

6F S301

10 1/4"

TRANSFER GIRDER DETAIL 2 1/2" = 1'-0"

(I.P. 2hr)

DECK OFFSET DETAIL 3/4" = 1'-0"

HSS8X8X1/2

0' 1H

22' - 7"

7' - 3"

56' - 10"

EDGE DETAIL @ MECH. MEZZ. 3/4" = 1'-0"

26' - 0"

0' 1G

S302

1' - 0"

W10X33

W33X130 113' - 5"

0' 2' 4' 8' ENLARGED LOW FRAMING PLAN - DECK EDGE CALLOUT 1J 1/4" = 1'-0"

3/4" STEEL PLATE BEYOND

W14X48

DECK

EDGE DETAIL @ MECH. MEZZ. 3/4" = 1'-0"

3/4" STEEL PLATE EACH SIDE CENTERED UNDER COLUMN

1H S302 3' - 5"

T/ STEEL 113' - 5" FIELD VERIFY

2' - 0"

W14X61

(4) 3/4"dia A-325 BOLTS N.S. & F.S.

L6X4X1/2

W21X44

8 3/8"

1" BEAM

2' - 0"

STEEL SHIMS AS REQUIRED

L6X4X1/2 ANGLE 12 ga. POUR STOP

EACH FLANGE & ONE SIDE OF WEB

11 1/2"X24"X3/4" STEEL PLATE

T/ STEEL 119' - 0" FIELD VERIFY

(I.P. 2hr)

T/ STEEL 112' - 11"

10"

EXISTING STEEL FRAMING

(4) 3/4"dia A-325 BOLTS N.S. & F.S.

1' - 0" DECK

T/ STEEL 112' - 11"

3 1/4" DECK

11 3/8" DECK

20 ga. POUR STOP

STEEL SHIMS AS REQUIRED

W21X44

1" BEAM

16K3

3" DECK

1 1/2" METAL DECK

EXISTING W-SECTION COLUMN

HSS6X6X1/2

COMPOSITE DECK W/ WWF 6x6W1.4xW1.4

W16X26

6 COMPOSITE DECK W/ WWF 6x6-W1.4xW1.4

EACH FLANGE & ONE SIDE OF WEB

16"X24"X3/4" STEEL PLATE

N 5' - 10"

HSS9X5X.500

M 5

HSS 6X3 X.31 25

W14X48

W12X14

W16X67

(I.P. 2hr)

HSS8X8X1/2

119' - 0"

W33X130

W12X14

5' - 1"

10' - 2"

6' - 1"

MECHANICAL CHASE SOFFIT 2 1/4" = 1'-0"

6C 0'

MECHANICAL CHASE SOFFIT 1 1/4" = 1'-0"

RETROFIT OF EXISTING STRUCTURE - ELEVATION 1 1/8" = 1'-0"

7L 0'

CLERESTORY DETAIL 3/4" = 1'-0"

16'

7N 0'

16'

ENLARGED LOW FRAMING PLAN - ALTERATIONS TO EXISTING 1/8" = 1'-0"

Addenda #2

11/24/14

Addenda #3

APPROVED

#001.020239 E

CHECKED

APPROVED

7/31/14

Timothy R. Ervin

TRACED

E D A R CH

2/23/15 C:\Revit_TEMP\101UX09.400 RCC SSC - Structure 2014_AKS.rvt

EXPIRES:11/30/16

NPE/JRB 2/12/2015 3:54:35 PM

State of Illinois

Addenda #1

7/24/14

OF I L L I

REMARKS

AKS

SEAL

DATE

PREPARED

C LI

NO.

DRAWN

REVISIONS

BLDD Architects, Inc. 100 Merchant Street Decatur, Illinois 62523 Phone: 217-429-5105 Fax: 217-429-5167 Design Firm Registration #184-000723

Pat Quinn, Governor

ILLINOIS CAPITAL DEVELOPMENT BOARD

NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE AND BE FULLY RESPONSIBLE FOR SAME.

FRAMING DETAILS

PROJECT NO.

101UX09.400 CDB PROJECT NO.

810-026-012 DATE

STUDENT SUCCESS CENTER RICHLAND COMMUNITY COLLEGE DECATUR, IL

2/23/15 SHEET

S302 ISSUED FOR CONSTRUCTION

A KS

student success center Richland Community College

A KS

field house and auditorium addition Location: Decatur, IL Role: Structural Production and Construction Field Observer

Project Scope: â&#x20AC;˘ 90,000 sf field house with indoor track and 4 basketball courts, 1040 seat auditorium and ancillary spaces.

Mt. Zion High School

(

)

*(1(5$/

&2'(6

,%& $&, $,6& $:6 6', 6-, 06-&

,17(51$7,21$/ %8,/',1* &2'( $0(5,&$1 &21&5(7( ,167,787( $0(5,&$1 ,167,787( 2) 67((/ &216758&7,21 $,6& $6'

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'5$:,1*6 $5( 127 72 %( 6&$/(' ,1 7+( ),(/'

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