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STRUCTURAL STEEL
1. STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO THE AMERICAN INSTITUTE OF STEEL
CONSTRUCTION "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS
DESIGN AND PLASTIC DESIGN ".
2. ERECTOR SHALL MAINTAIN ADEQUATE TEMPORARY BRACING IN EACH DIRECTION UNTIL DIAPHRAGM
AND LATERAL BRACE AND WALL CONSTRUCTION IS COMPLETED.
3. SHOP CONNECTIONS, UNLESS OTHERWISE SHOWN, MAY BE EI rHER BOLTED OR WELDED. FIELD
CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE DETAILED ON THE DRAWINGS OR
APPROVED BY THE ENGINEER.
4. BOLTED CONNECTIONS SHALL BE BEARING -TYPE CONNECTIONS USING 3/4 INCH DIAMETER
ASTM A325 BOLTS WITH STANDARD 13/16 INCH DIAMETER HOLES, UNLESS OTHERWISE NOTED
OR DETAILED ON THE DRAWINGS, OR APPROVED BY THE ENGINEER.
5. SLIP CRITICAL BOLTS (S.C.) SHALL BE USED WHERE INDICATI D ON THE DRAWINGS.
6. CONNECTIONS NOT DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY THE STEEL
FABRICATOR IN ACCORDANCE WITH THE RISC "MANUAL OF S FEEL CONSTRUCTION ". BEAM
END CONNECTIONS SHALL BE DESIGNED FOR THE VERTICAL 'HEAR REACTIONS INDICATED AT
THE BEAM ENDS ON THE FRAMING PLANS. WHERE SUCH REACTIONS HAVE NOT BEEN
INDICATED THE CONNECTIONS SHALL BE DESIGNED FOR ONE--HALF THE BEAM LOAD CAPACITY
AS GIVEN IN THE AISC "ALLOWABLE LOADS ON BEAMS" TABLES. CONNECTION ANGLES SHALL
BE DOUBLE WEB ANGLES, 5/16 INCH MINIMUM THICKNESS.
7. SEQUENCE THE WELDING OF CONNECTION PLATES AND STIFFI:NER PLATES TO MINIMIZE WELD
SHRINKAGE STRESSES.
8. WELDING, BOTH SHOP AND FIELD, SHALL BE ACCOMPLISHED BY WELDERS CERTIFIED BY A.W.S.
FOR THE WELD TYPES AND POSITIONS SHOWN ON THE DRAWINGS. USE E70XX ELECTRODES
OF STRUCTURAL TYPE.
9. BACKUP BARS REQUIRED FOR WELDED CONNECTIONS SHALL BE CONTINUOUS.
10. USE LOW HYDROGEN ELECTRODES WHEN WELDING ASTM A57), GRADE 50 STEEL.
11. FOR BEAMS FRAMING OVER THE TOP OF A COLUMN, PROVIDI: 1/4 INCH STIFFENER PLATES
EACH SIDE OF THE BEAM WEB UNLESS DETAILED OTHERWISE.
12. CONNECT BRACING MEMBERS FOR TWO COMPONENTS OF STRESS.
13. LOCATE CENTERLINES OF VERTICAL BRACING MEMBERS ON COLUMN CENTERLINES UNLESS
OTHERWISE INDICATED.
14. BURNING OF HOLES IN STRUCTURAL STEEL SHALL NOT BE ALLOWED WITHOUT APPROVAL OF
THE ENGINEER.
15. ALL EMBEDDED PLATES ON EXTERIOR SIDES OF PANELS SHALL BE HOT DIPPED GALVANIZED.
16. STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH A RUST INHIBITING PRIMER.
STEEL JOISTS AND JOIST GIRDERS
1. STEEL JOIST AND JOIST GIRDER CONSTRUCTION SHALL CONFORM TO THE STEEL JOIST INSTITUTE'S
"STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES ".
2. THE JOIST SUPPLIER SHALL DESIGN THE JOISTS FOR THE LOADS AS INDICATED ON THE
DRAWINGS. TYPICAL DESIGNATION AS FOLLOWS:
DD K TL /LL
DD INDICATES MAXIMUM JOIST DEPTH.
K INDICATED JOIST SERIES.
TL /LL INDICATES TOTAL LOAD AND LIVE LOAD PER LINEAL FOOT.
JOIST DEFLECTION DUE TO LIVE LOAD SHALL BE LIMITED TO 1/360 OF JOIST SPAN.
3. THE JOIST SUPPLIER SHALL VERIFY THE ADEQUACY OF THE SIZES INDICATED FOR ANY JOISTS
SUBJECTED TO LOADINGS OTHER THAN UNIFORM GRAVITY LOADING, SUCH AS CONCENTRATED
LOADS, SNOWDRIFT LOADS OR CONTINUITY FORCES, INDICATED ON THE DRAWINGS.
4. ANCHOR ENDS OF STEEL JOISTS BEARING ON STEEL SUPPORTS BY WELDING OR BOLTING IN
ACCORDANCE WITH SJI SPECIFICATIONS. FIELD BOLT STEEL JOISTS LOCATED ON OR WITHIN
1' -0" OF COLUMN CENTERLINES TO PROVIDE LATERAL STABILITY DURING CONSTRUCTION.
5. THE JOIST SUPPLIER SHALL PROVIDE STANDARD BRIDGING COMPLYING WITH SJI SPECIFICATIONS.
6• ALL CONCENTRATED LOADS FROM HANGERS AND SUPPORTS FOR MECHANICAL EQUIPMENT MUST
BE LOCATED OF THE INTERSECTION OF CHORD AND WEB MEMBERS.
7. JOIST GIRDERS SHALL BE DESIGNED FOR THE LOADS INDICATED ON THE DRAWINGS. TYPICAL
DESIGNATION AS FOLLOWS:
DD G XN TLK
DD INDICATES MAXIMUM JOIST GIRDER DEPTH.
G INDICATED JOIST GIRDER TYPE.
XN INDICATES THE NUMBER OF JOIST SPACES WITHIN THE JOIST GIRDER SPAN.
TLK INDICATES THE TOTAL PANEL POINT DESIGN LOAD IN KIPS.
DEFLECTION DUE TO LIVE LOAD SHALL BE LIMITED TO 1/360 OF THE JOIST GIRDER SPAN.
AN ALLOWANCE FOR JOIST GIRDER SELF WEIGHT MUST BE INCLUDED IN THE DESIGN.
8. JOIST GIRDER BRACING SHALL BE AS REQUIRED BY THE JOIST GIRDER MANUFACTURER.
9. STABILIZER PLATES SHALL BE PROVIDED ON THE COLUMNS 13ETWEEN THE JOIST GIRDER BOTTOM
CHORD ANGLES AS REQUIRED BY THE SJI SPECIFICATIONS. DO NOT WELD BOTTOM CORD
ANGLES TO STABILIZER PLATES UNLESS NOTED.
10. JOIST AND JOIST GIRDERS SHALL BE SHOP PAINTED WITH A RUST INHIBITING PRIMER.
STEEL DECK
1. STEEL DECK CONSTRUCTION SHALL CONFORM TO THE STEEL DECK INSTITUTE'S "DESIGN
MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DI :CKS ".
2. DECK SHALL BE THREE OR MORE SPANS CONTINUOUS WHERE POSSIBLE.
3. WELD 1'/2", WIDE RIB STEEL ROOF DECK TO EACH SUPPORT AT NOT MORE THAN 12 INCH
CENTERS AND IN STRICT COMPLIANCE WITH THE DECK MANUFACTURER'S INSTRUCTIONS AND
THE SHOP DRAWINGS. WELDS SHALL BE AT LEAST 5/8 INCH DIAMETER OR EQUIVALENT.
CONNECT SIDELAPS AS INDICATED ON ROOF DECK FASTENING DIAGRAM ON THIS DRAWING.
4. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, ETC. ARE NOT TO BE SUPPORTED BY THE
STEEL ROOF DECK.
5. STEEL DECK SHALL BE SHOP PAINTED WHITE.
COORDINATION WITH OTHER TRADES
1. THE CONTRACTOR SHALL COORDINATE AND CHECK ALL DIMENSIONS RELATING TO
ARCHITECTURAL FINISHES, MECHANICAL OPENINGS, EQUIPMENT, ETC. NOTIFY THE
ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK IN THE AREA
UNDER QUESTION.
2. PROVIDE SUPPORT FRAMING PER ROOFTOP MECHANICAL UNI ES AS SHOWN ON
DETAIL D /S2.2 AND SPECIAL JOISTS PER ROOF FRAMING PLANS. NOTIFY ENGINEER
OF ANY DISCREPANCIES BETWEEN UNIT FRAMING DETAILS AND UNITS TO BE USED.
3. THE MECHANICAL CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY MECHANICAL UNIT
SUPPORTED BY THE STRUCTURE, NOT SHOWN ON THE STRUCTURAL DRAWINGS, WHOSE
WEIGHT IS GREATER THAT 500 LB.
4. THE MECHANICAL CONTRACTOR SHALL VERIFY THAT MECHANICAL UNITS SUPPORTED BY THE
STEEL FRAMING ARE CAPABLE OF SPANNING THE DISTANCE BETWEEN THE SUPPORT FRAMING
PROVIDED FOR BY THE STRUCTURAL DRAWINGS. THE MECHANICAL CONTRACTOR SHALL
PROVIDE ADDITIONAL SUPPORT FRAMING AS REQUIRED.
5. PROVIDE SUPPORT FRAMING FOR MECHANICAL OPENINGS THROUGH ROOF AREAS SUPPORTED
BY STEEL FRAMING (INCLUDING ANY NOT SHOWN ON THE STRUCTURAL DRAWINGS) AS
INDICATED IN DETAIL B /S2.2 (TYPICAL ROOF OPENING FRAMING).
GENERAL NOTES
DESIGN INFORMATION
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ALLOWABLE NET BEARING PRESSURE, ANBP:
COLUMN FOOTINGS 2500 PSF
WALL FOOTINGS 2000 PSF
CONCRETE
SEE CONCRETE SCHEDULE
REINFORCING STEEL
REINFORCING BARS, AND TIES: ASTM A615, GRADE 60
STRUCTURAL STEEL
ANGLES, CHANNELS, PLATES:
W- SHAPES
STRUCTURAL TUBING:
ANCHOR BOLTS: -
CONNECTION BOLTS
CONCRETE SCHEDULE
ASTM A36
ASTM A992, GR. 50
ASTM A500, GRADE B,
Fy = 46 KSI
"STM A307
a INCH DIAMETER, ASTM A325N
UNLESS OTHERWISE DETAILED ON
THE DRAWINGS OR APPROVED
BY THE ARCHITECT /ENGINEER
DESIGN LIVE LOADS
SLAB ON GRADE
ROOF LOADS:
DEAD LOAD:
UNIFORM SNOW LOAD:
DRIFTING SNOW LOAD:
DESIGN WIND LOADS
100 PSF
25 PSF
25 PSF
DESIGNED IN ACCORDANCE
WITH IBC 2000
EXPOSURE B
IMPORTANCE FACTOR, I = 1.00
BASIC WIND SPEED = 90 MPH (IBC 2000 - FIGURE 1609)
CATEGORY 1
DESIGN SEISMIC LOADS
SEISMIC USE GROUP 1
SEISMIC DESIGN CATEGORY C
S DS = 0.188
S DI = 0.141
SITE CLASS D
BASIC SEISMIC FORCE
RESISTING SYSTEM = 2D
NOTES
1. ANY CONCRETE NOT INDICATED IN THE SCHEDULE SHALL BE CLASS B.
2. INCLUDE AN AIR - ENTRAINING ADMIXTURE IN MIX DESIGNS FOR CONCRETE EXPOSED TO FREEZING AND
THAWING DURING SERVICE, AND FOR CONCRETE EXPOSED TO COLD WEATHER DURING CONSTRUCTION, BEFORE
ATTAINING ITS REQUIRED 28 DAY COMPRESSIVE STRENGTH.
36/4 PATTERN TYPICAL AT
ALL END LAP SUPPORT
POINTS AND ROOF DECK
PERIMETER. 36/7 PATTERN
WHERE INDICATED ON ROOF
DECK FASTENING DIAGRAM.-
SIDELAP CONNECTIONS EQUALLY
SPACED BETWEEN JOISTS PER
ROOF DECK FASTENING DIAGRAM.
USE SELF TAPPING SCREWS NOT
SMALLER THAN #10.
8" DIA.
PUDDLE WELD (TYP.)
36/7 OR 36/4 PATTERN AT
INTERMEDIATE SUPPORTS (SEE
ROOF DECK FASTENING DIAGRAM)
NOTES:
1. END LAPS SHALL OCCUR ONLY AT SUPPORT POINTS.
2. WELD THRU MULTIPLE SHEETS AT ALL END LAPS.
3. DECK SHEETS SHALL BE THREE OR MORE SPANS CONTINUOUS WHERE POSSIBLE.
4. SEE ROOF DECK FASTENING DIAGRAM ON THIS DRAWING FOR ADDITIONAL INFORMATION.
TYPICAL ROOF DECK FASTENING PATTERN DETAIL
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CONCRETE
Y
CLASS
COMPRESSIVE STRENGTH
AIR CONTENT
PLACEMENT
REMARKS
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WATER REDUCING
A
3000 PSI
OPTIONAL
FOOTINGS & PIERS
ADMIXTURE REQUIRED
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WATER REDUCING
B
4000 PSI
OPTIONAL
INTERIOR SLABS ON GRADE,
ADMIXTURE REQUIRED
W
WATER
C
4000 PSI
6 t 1%
EXTERIOR SLABS ON GRADE
REDUCING ADMIXTURE
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EXTERIOR WEARING SLABS
REQUIRED
NOTES
1. ANY CONCRETE NOT INDICATED IN THE SCHEDULE SHALL BE CLASS B.
2. INCLUDE AN AIR - ENTRAINING ADMIXTURE IN MIX DESIGNS FOR CONCRETE EXPOSED TO FREEZING AND
THAWING DURING SERVICE, AND FOR CONCRETE EXPOSED TO COLD WEATHER DURING CONSTRUCTION, BEFORE
ATTAINING ITS REQUIRED 28 DAY COMPRESSIVE STRENGTH.
36/4 PATTERN TYPICAL AT
ALL END LAP SUPPORT
POINTS AND ROOF DECK
PERIMETER. 36/7 PATTERN
WHERE INDICATED ON ROOF
DECK FASTENING DIAGRAM.-
SIDELAP CONNECTIONS EQUALLY
SPACED BETWEEN JOISTS PER
ROOF DECK FASTENING DIAGRAM.
USE SELF TAPPING SCREWS NOT
SMALLER THAN #10.
8" DIA.
PUDDLE WELD (TYP.)
36/7 OR 36/4 PATTERN AT
INTERMEDIATE SUPPORTS (SEE
ROOF DECK FASTENING DIAGRAM)
NOTES:
1. END LAPS SHALL OCCUR ONLY AT SUPPORT POINTS.
2. WELD THRU MULTIPLE SHEETS AT ALL END LAPS.
3. DECK SHEETS SHALL BE THREE OR MORE SPANS CONTINUOUS WHERE POSSIBLE.
4. SEE ROOF DECK FASTENING DIAGRAM ON THIS DRAWING FOR ADDITIONAL INFORMATION.
TYPICAL ROOF DECK FASTENING PATTERN DETAIL
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WIND UPLIFT LOADING DIAGRAM (NORTH
NOTES:
1. UPLIFT PRESSURES LISTED ABOVE ARE DESIGN NET UPLIFT VALUES.
2. JOISTS AND JOIST GIRDERS MUST BE DESIGNED TO ACCOMMODATE WIND FORCES
LISTED ABOVE IN ADDITION TO GRAVITY LOADS. ADDITIONAL BRIDGING MUST BE
PROVIDED AS REQUIRED.
ROOF DECK FASTENING DIAGRAM (rNORTH
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NOTES:
1. SEE TYPICAL ROOF DECK WELDING PATTERN DETAIL ON THIS DRAWING.
2. x ` INDICATES AREA WITH 36/7 PATTERN WITH (5) - #10 SIDELAP SCREWS.
3. INDICATES AREA WITH 36/7 PATTERN WITH (2) - #10 SIDELAP SCREWS.
4. INDICATES AREA WITH 36/4 PATTERN WITH (2) - #10 SIDELAP SCREWS.
5. ALL WELDS AT PERIMETER MEMBERS AND BRACING LINES SHALL BE 12" O.0 MAXIMUM.
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uke
CONSTRUCTION
600 East 96th Street
Suite 100
Indianapolis, IN 46240
Phone: (317) 808 -6000
Fax: (317) 808 -6797
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WIND UPLIFT LOADING DIAGRAM (NORTH
NOTES:
1. UPLIFT PRESSURES LISTED ABOVE ARE DESIGN NET UPLIFT VALUES.
2. JOISTS AND JOIST GIRDERS MUST BE DESIGNED TO ACCOMMODATE WIND FORCES
LISTED ABOVE IN ADDITION TO GRAVITY LOADS. ADDITIONAL BRIDGING MUST BE
PROVIDED AS REQUIRED.
ROOF DECK FASTENING DIAGRAM (rNORTH
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NOTES:
1. SEE TYPICAL ROOF DECK WELDING PATTERN DETAIL ON THIS DRAWING.
2. x ` INDICATES AREA WITH 36/7 PATTERN WITH (5) - #10 SIDELAP SCREWS.
3. INDICATES AREA WITH 36/7 PATTERN WITH (2) - #10 SIDELAP SCREWS.
4. INDICATES AREA WITH 36/4 PATTERN WITH (2) - #10 SIDELAP SCREWS.
5. ALL WELDS AT PERIMETER MEMBERS AND BRACING LINES SHALL BE 12" O.0 MAXIMUM.
�'I
uke
CONSTRUCTION
600 East 96th Street
Suite 100
Indianapolis, IN 46240
Phone: (317) 808 -6000
Fax: (317) 808 -6797
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Certified By:
GEOR�F
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3 AR19400116 Z
STATE OF
990HITE�
Drawing Number:
S0,0
Of Sheets
Duke Job Number:
0000
A/E Job Number:
05020