FY20PN92594S-001.pdf

LOAD CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE, 2015 EDITION AND UFC 1-200-01

GENERAL BUILDING REQUIREMENTS 20 JUNE 2016 WITH CHANGE 2, 01 NOV 2018.

2. DESIGN LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

ROOF 30 PSF

RAISED ACCESS FLOOR (COMPUTER USE) 100 PSF

MECHANICAL* 150 PSF

STORAGE (LIGHT) 125 PSF

STORAGE (HEAVY) 250 PSF

STAIRS AND CORRIDORS 100 PSF

LOBBY 100 PSF

AUDITORIUM (MOVABLE SEATS) 100 PSF

ELEVATOR MACHINE ROOM 125 PSF

ARMORIES 150 PSF

ELEVATED PLATFORMS 60 PSF

AREAS NOT OTHERWISE SPECIFIED 100 PSF

*OR EQUIPMENT WEIGHT IF GREATER

DESIGN SNOW LOAD:

GROUND SNOW LOAD, Pg 10 PSF

3. DESIGN WIND LOADS:

ULTIMATE WIND SPEED, V ult 119 MPH (THREE SECOND GUST) NOMINAL WIND SPEED, V asd 92 MPH (THREE SECOND GUST)

RISK CATEGORY, II

EXPOSURE C

INTERNAL PRESSURE COEFF, GCpi +/- 0.18

4. COMPONENTS AND CLADDING WIND LOADS (BASED ON V ult)

WALLS

ZONE EFFECTIVE WIND AREA (SQ FT) PRESSURE (PSF)

4 10 -36.7/+33.9 4 20 -35.2/+32.4 4 50 -33.2/+30.4 4 100 -31.7/+28.9 5 10 -45.1/+33.9 5 20 -42.1/+32.4 5 50 -38.2/+30.4 5 100 -35.2/+28.9

ROOF

ZONE EFFECTIVE WIND AREA (SQ FT) PRESSURE (PSF)

1 10 -37.0/+16.0 1 20 -36.0/+16.0 1 50 -34.8/+16.0 1 100 -33.9/+16.0 2 10 -62.1/+33.9 2 20 -55.5/+32.4 2 50 -46.7/+30.4 2 100 -40.1/+28.9 3 10 -62.1/+33.9 3 20 -55.5/+32.4 3 50 -46.7/+30.4 3 100 -40.1/+28.9

PARAPET CASE A CASE B

ZONE EFFECTIVE WIND AREA (SQ FT) PRESSURE (PSF) PRESSURE (PSF)

4 10 +90.2 -63.2 4 20 +81.6 -60.0 4 50 +70.2 -55.7 4 100 +61.5 -52.5 5 10 +90.2 -72.2 5 20 +81.6 -67.4 5 50 +70.2 -61.0 5 100 +61.5 -56.2

*PARAPET PRESSURES ARE THE SUMMATION OF THE WINDWARD AND LEEWARD PRESSURES

CORNER AND EDGE ZONES ARE 12.7 FEET WIDE.

5. DESIGN SEISMIC LOADS ARE BASED ON THE FOLLOWING DATA:

MAPPED SHORT PERIOD SPECTRAL RESPONSE ACCELERATION, Ss = 0.21g MAPPED 1-SEC PERIOD SPECTRAL RESPONSE ACCELERATION, S1 = 0.10g SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, Sds = 0.224g 1-SEC PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, Sd1 = 0.160g

RISK CATEGORY II

SEISMIC DESIGN CATEGORY C

SITE CLASS D

BASIC STRUCTURAL SYSTEM MOMENT-RESISTING

FRAME SYSTEM

BASIC SEISMIC-FORCE-RESISTING SYSTEM STRUCTURAL STEEL SYSTEMS

NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R= 3.0

DEFLECTION AMPLIFICATION FACTOR, Cd = 3.0

OVERSTRENGTH FACTOR, Ω0 = 3.0

IMPORTANCE FACTOR Ie= 1.0 SEISMIC RESPONSE COEFFICIENT Cs= 0.075

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

DESIGN BASE SHEAR Cs x W = 447 KIPS

COORDINATION

1. DO NOT SCALE.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LAYOUT PRIOR TO

CONSTRUCTION. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS AND ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER’S REPRESENTATIVE.

IMMEDIATELY. SEE THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON THE

STRUCTURAL DRAWINGS. REFER TO MECHANICAL, ELECTRICAL AND ARCHITECTURAL

DRAWINGS FOR OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS.

2. SHOP DRAWINGS SHALL BE PREPARED BY THE FABRICATOR. COPYING OF THESE

CONSTRUCTION DOCUMENTS FOR USE AS SHOP DRAWINGS WILL NOT BE PERMITTED.

3. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE

AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING

ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY

BRACING, GUYS OR TIE-DOWNS MAY BE NECESSARY.

4. ALL TEMPORARY SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

5. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO HVAC,

PLUMBING, PROCESS OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES

ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE PERTINENT TRADES BEFORE

PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST RELATED TO VARIATION IN

THESE REQUIREMENTS SHALL BE BORNE BY THE APPROPRIATE CONTRACTOR.

6. DESIGN IS VOID AFTER TWO YEARS FROM ORIGINAL DATE OF ISSUE, UNLESS UPDATED TO

ACCEPTABLE CODES AND PRACTICES AT THAT TIME.

FOUNDATIONS

1. FX.X INDICATES FOOTING TYPES. SEE FOOTING SCHEDULE FOR SIZE AND REINFORCING.

XXX.XX INDICATES ELEVATION OF TOP OF FOOTING. FOOTING ELEVATIONS SHOWN

REPRESENT THE MINIMUM DEPTH TO WHICH FOOTINGS SHALL BE PLACED. FOOTINGS SHALL BE

LOWERED AS REQUIRED TO OBTAIN SUITABLE BEARING. WHERE FOOTINGS ARE REQUIRED TO

BE LOWERED MORE THAN 1 FOOT, NOTIFY THE ENGINEER OF RECORD. ALL UNSUITABLE

FOUNDATION MATERIAL SHALL BE REMOVED WITH FOOTINGS RESTING ON UNDISTURBED SOIL

WITH A MINIMUM BEARING CAPACITY OF 4000 PSF UNLESS OTHERWISE INDICATED.

FOR CONSTRUCTION REQUIREMENTS SEE GEOTECHNICAL REPORT:

"UNITED STATES ARMY CORPS OF ENGINEERS SOF OPERATIONS FACILITY PN 92594, FY20 FORT

BRAGG, NORTH CAROLINA GEOTECHNICAL REPORT," PREPARED BY AECOM, DATED FEBRUARY

2019.

2. A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER SHALL OBSERVE THE OPEN EXCAVATION TO DETERMINE THAT THE SOIL TYPE AND CONDITIONS ARE CONSISTENT WITH DESIGN CRITERIA

OF THE SOIL REPORT. IF THE SOIL PROPERTIES ARE FOUND TO BE DIFFERENT FROM THIS

CRITERIA THE OWNER’S REPRESENTATIVE SHALL BE PROMPTLY NOTIFIED SO THAT THE

FOUNDATION DESIGN MAY BE REVIEWED.

3. NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK HAS BEEN

COORDINATED WITH UNDERGROUND UTILITIES. FOOTINGS SHALL BE LOWERED WHERE

REQUIRED TO AVOID UTILITIES. WHERE FOOTINGS ARE REQUIRED TO BE LOWERED MORE THAN

1 FOOT, NOTIFY THE ENGINEER OF RECORD.

4. TO MINIMIZE WEATHERING, THE LAST 6 INCHES OF EXCAVATION FOR ALL FOOTINGS SHALL BE

MADE IMMEDIATELY PRIOR TO PLACEMENT OF FOOTINGS.

5. WHERE ROCK OUTCROPPINGS ARE ENCOUNTERED IN ANY FOOTING EXCAVATION, UNDERCUT

TO A DEPTH OF NOT LESS THAN 6 INCHES BELOW ELEVATION OF BOTTOM OF FOOTING AND

BACKFILL WITH THOROUGHLY COMPACTED #10 FINES.

6. UNLESS OTHERWISE SHOWN, THE CENTERLINES OF ALL COLUMN FOOTINGS SHALL BE LOCATED

ON COLUMN CENTERLINES.

CONCRETE

1. CONCRETE STRENGTH:

ALL CONCRETE NOT OTHERWISE SPECIFIED f'c = 4000 PSI FOOTINGS f'c = 4000 PSI

REINFORCING BARS

ASTM A 615 GRADE 60, DEFORMED Fy = 60 KSI

2. REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI SP-66-04.

DEVELOPMENT AND SPLICE LENGTHS ARE IN TENSION UNLESS OTHERWISE INDICATED.

TENSION LAP SPLICES SHALL BE AS TABULATED IN THE SPLICE LENGTH TABLE BELOW, UNLESS

OTHRWISE INDICATED.

f'c (psi) BAR TYPE #3 #4 #5 #6 #7 #8 #9 #10 #11

4000 TOP BARS 24 32 40 48 70 80 91 102 113

4000 OTHER BARS 19 25 31 37 54 62 70 79 87

TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12 INCHES OF

FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

3. CONTINUOUS REINFORCING IN WALLS AND SLABS MAY BE SPLICED, AS REQUIRED, PROVIDING

BARS ARE OF THE LONGEST PRACTICABLE LENGTH AND SPLICES ARE SHOWN ON REINFORCING

SHOP DRAWINGS. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED. FIELD CUTTING OF

REINFORCEMENT WILL NOT BE PERMITTED.

4. UNLESS OTHERWISE SHOWN, BARS AT WALL AND CONTINUOUS FOOTING CORNERS AND

INTERSECTIONS SHALL BE DETAILED AS SHOWN ON FIGURE 15 OF ACI SP-66-04. CORNER BARS

SHALL BE DETAILED AS SHOWN FOR OUTSIDE LOADED ONLY CORNERS. INTERSECTIONS SHALL

BE DETAILED WITHOUT DIAGONAL BARS. ALL END HOOKS SHALL BE STANDARD 90 DEGREE END

HOOKS AND CORNER BARS SHALL BE 48 BAR DIAMETERS X 48 BAR DIAMETERS MINIMUM UNLESS

NOTED OTHERWISE.

5. PROVIDE CONCRETE COVER FOR REINFORCING AS FOLLOWS, U.N.O.:

CAST AGAINST EARTH 3”

EXPOSED TO EARTH OR WEATHER:

#5 AND SMALLER BARS AND WWR 1-1/2”

#6 AND LARGER BARS 2”

NOT EXPOSED TO EARTH OR WEATHER:

SLABS AND WALLS:

#11 AND SMALLER AND WWR 3/4”

#14 AND LARGER 1-1/2”

BEAMS AND COLUMNS 1-1/2”

6. PROVIDE DOWELS TO MATCH REINFORCEMENT SIZE AND SPACING INDICATED FOR ALL

STRUCTURAL ELEMENTS, UNLESS OTHERWISE INDICATED.

7. MAJOR CONSTRUCTION JOINTS ARE SHOWN ON THE DRAWINGS. INTERMEDIATE JOINTS IN

WALLS, SLABS, AND FLOOR FRAMING ARE NOT SHOWN. CONSTRUCTION JOINTS MAY BE ADDED,

OMITTED OR RELOCATED IF PROPERLY DETAILED ON SHOP DRAWINGS AND APPROVED BY THE

OWNER’S REPRESENTATIVE.

8. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF OPENINGS AND

SLEEVES IN CONCRETE WALLS AND SUPPORTED FLOORS. SPREAD REINFORCEMENT AT

OPENINGS AND SLEEVES UNLESS OTHERWISE SHOWN. DO NOT CUT REINFORCEMENT. SEE

TYPICAL REINFORCEMENT DETAILS FOR OPENINGS IN SLABS AND WALLS FOR ADDITIONAL

REQUIREMENTS.

9. PLACING OF REINFORCEMENT: PROVIDE CHAIRS, BOLSTERS, ADDITIONAL REINFORCEMENT,

AND ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT POSITION SHOWN ON

DRAWINGS. SUPPORT OF REINFORCEMENT ON FORM TIES, WOOD, BRICK, BRICKBAT OR OTHER

UNACCEPTABLE MATERIAL, WILL NOT BE PERMITTED.

10.THE CONTRACTOR SHALL REVIEW ALL DRAWINGS FOR SIZE AND LOCATION OF ALL EMBEDDED

ITEMS, SLEEVES, SLAB DEPRESSIONS, OPENINGS, ETC. REQUIRED BY OTHER TRADES.

RECONCILE THEIR EXACT SIZES AND LOCATIONS BEFORE PROCEEDING WITH THE WORK. ALL

ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR TO PLACEMENT OF CONCRETE. SECURE

THE APPROVAL OF THE OWNER’S REPRESENTATIVE PRIOR TO PLACING OPENINGS NOT SHOWN

ON THE STRUCTURAL DRAWINGS.

11.REINFORCE FLOOR SLABS ON GRADE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE,

UNLESS OTHERWISE NOTED. PLACE REINFORCEMENT 2 INCHES BELOW TOP OF SLAB UNLESS

OTHERWISE NOTED.

SLAB THICKNESS REINFORCEMENT

5" 6X6-W2.9XW2.9 WWF

6" 6X6-W2.9XW2.9 WWF

IN SLABS-ON-GRADE, PROVIDE 2-#4X4'-0" DIAGONAL BARS IN THE MIDDLE OF THE SLAB AT EACH

CORNER OF OPENINGS OVER 1'-0" SQUARE AND AT RE-ENTRANT CORNERS.

12.PROVIDE CONTROL JOINTS IN CAST IN PLACE CONCRETE SLABS AT 20 FEET O.C. MAX. LOCATE

CONTROL JOINTS TO FORM APPROXIMATE SQUARE PANELS WITH THE LENGTH OF ONE SIDE

NOT EXCEEDING THE ADJACENT SIDE BY A FACTOR OF 1.5. CONTROL JOINTS MAY BE

CONTRACTION JOINTS, CONSTRUCTION JOINTS, OR EXPANSION JOINTS.

13.PROVIDE WATERSTOPS IN ALL CONSTRUCTION JOINTS AT OR BELOW GRADE.

DEPRESS FLOOR SLABS AS REQUIRED; SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND

DEPTH OF DEPRESSED AREAS.

14.CHAMFER EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES 3/4-INCH, UNO.

15 SLABS AND BEAMS OR JOISTS SHALL BE CAST MONOLITHICALLY UNLESS OTHERWISE

INDICATED.

16.WHERE PARTITIONS OF ANY MATERIAL ABUT CONCRETE COLUMNS, PROVIDE AN

UNBROKEN SURFACE FOR THE WALL FINISH. OMIT CHAMFER AND PROVIDE SQUARE CORNERS

WHERE FACE OF THE CONCRETE COLUMN ALIGNS WITH THE ROUGH WALL OR RECEIVES A

FINISH.

17.WHERE CONSTRUCTION JOINTS ARE REQUIRED BUT ARE NOT INDICATED ON THE DRAWINGS,

THEY SHALL BE LOCATED AT THE MID-SPAN OF BEAMS, SLABS AND WALLS AND SHALL BE

SUBJECT TO REVIEW BY THE OWNER’S REPRESENTATIVE. UNLESS NOTED OTHERWISE OR

SHOWN ON THE DRAWINGS, PROVIDE A CONTINUOUS SHEAR KEY IN SLABS AND WALLS, AND A

MINIMUM OF TWO (2) CONTINUOUS HORIZONTAL KEYS IN BEAMS AND EACH JOIST. THE MINIMUM KEY SIZE SHALL BE 1 1/2" DEEP x 1/3 THE DEPTH OR WIDTH OF THE MEMBER. AT CONCRETE

SLABS ON STEEL DECK, SUPPORTED BY STEEL BEAMS AND GIRDERS, CONSTRUCTION JOINTS

SHALL BE PLACED AT MID-SPAN OF DECK AND MID-WAY BETWEEN GIRDERS.

18.THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING WHEN IT IS SAFE TO REMOVE FORMS

AND/OR SHORING. FORMS AND SHORING MUST NOT BE REMOVED UNTIL THE WALLS ARE

STRONG ENOUGH TO CARRY THEIR OWN WEIGHT AND ANY ANTICIPATED SUPERIMPOSED

LOADS. WHEN FORMS ARE STRIPPED THERE MUST BE NO EXCESSIVE DEFLECTION,

DISTORTION, DISCOLORATION, AND NO EVIDENCE OF DAMAGE TO THE CONCRETE. ADEQUATE

THERMAL PROTECTION OF THE CONCRETE SHALL BE CONTINUED AFTER STRIPPING FOR A

CUMULATIVE PERIOD OF 48 HOURS AT 50°F, OR MORE, AFTER THE INITIAL POUR.

MASONRY

1. MASONRY WORK SHALL CONFORM TO THE LATEST EDITIONS OF ACI 530 AND 530.1.

2. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS CONFORMING TO ASTM C331

WITH A DRY NET WEIGHT OF NOT MORE THAN 115 PCF. MORTAR FOR LOAD BEARING WALLS,

EXTERIOR WALLS, SHEAR WALLS AND VERTICALLY REINFORCED MASONRY WALLS SHALL BE

ASTM C-270. COARSE GROUT FOR REINFORCED MASONRY CONSTRUCTION SHALL CONFORM TO

ASTM C-476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8".

MASONRY STRENGTH

MASONRY SYSTEM COMPRESSIVE STRENGTH f'm = 1500 PSI

MORTAR SHALL BE TYPE S

GROUT COMPRESSIVE STRENGTH 2000 PSI

3. REINFORCING BARS IN MASONRY SHALL BE FULLY GROUTED FOR THEIR ENTIRE LENGTH AND

SHALL BE LAP SPLICED 48 BAR DIAMETERS.

4. UNLESS OTHERWISE NOTED OR SHOWN, PROVIDE CMU LINTELS OVER OPENINGS IN CMU WALLS

IN ACCORDANCE WITH TYPICAL CMU LINTEL SCHEDULE.

5. BRACE CMU WALLS DURING CONSTRUCTION UNTIL FLOOR OR ROOF STRUCTURE IS ERECTED

AND CONNECTED TO WALL UNLESS OTHERWISE SHOWN, PROVIDE SOLID MASONRY BLOCK

COURSES, CONSISTING OF GROUT FILLED BLOCKS FOR BEARING UNDER STRUCTURAL

MEMBERS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

THREE COURSES UNDER STEEL BEAMS AND COLUMNS (2'-0" EACH SIDE OF MEMBER)

6. VERTICAL REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60. WHERE SPLICES ARE

REQUIRED, PROVIDE MINIMUM (40) BAR DIAMETER LAP. HORIZONTAL JOINT REINFORCING SHALL

BE STANDARD WEIGHT 'DUR-O-WALL' OR EQUIVALENT AT 16" O.C MAXIMUM. PROVIDE

PREFABRICATED CORNER AND TEE SECTIONS AT WALL CORNERS AND INTERSECTIONS.

HORIZONTAL REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE

CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6"

7. CMU WALLS SHALL RECEIVE TEMPORARY BRACING. TEMPORARY BRACING SHALL NOT BE

REMOVED UNTIL WALL IS PERMANENTLY BRACED BY THE ROOF OR FLOOR.

8. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS), WEBS

AND COLLAR JOINTS, UNLESS NOTED OTHERWISE.

9. MECHANICALLY VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING. PLACE

GROUT USING LOW-LIFT GROUTING TECHNIQUE WITH MAXIMUM GROUT LIFT OF 4'-0". GROUT

SHALL BE STOPPED 1-1/2" BELOW THE TOP OF COURSE TO FORM A KEY WITH THE NEXT

COURSE ABOVE.

STEEL

1. MATERIAL STRENGTH

WIDE FLANGE SHAPES ASTM A992 Fy = 50 KSI WIDE FLANGE COLUMN BASE PLATES ASTM A572 Fy = 50 KSI STRUCTURAL RECTANGULAR AND ROUND TUBING ASTM A500 GRADE B OR C Fy = 46 KSI

(NOTED AS “HSS 5x5x3/8”) ALL OTHER STRUCTURAL STEEL ASTM A36 Fy = 36 KSI

2. THE CENTERLINES OF ALL COLUMNS AND BEAMS SHALL BE LOCATED ON COLUMN LINES UNLESS

OTHERWISE SHOWN.

3. BEAMS SHALL BE FABRICATED AND INSTALLED WITH THE NATURAL CAMBER UP.

4. BOLTS SHALL BE ¾ INCH DIAMETER, TYPE A325N, UNLESS OTHERWISE INDICATED.

5. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

SWAGED ANCHOR BOLTS AND ANCHOR BOLTS WITH HOOKED END ANCHORAGE ARE NOT

ALLOWED.

6. SHEAR CONNECTIONS FOR SIMPLY SUPPORTED BEAMS SHALL BE DESIGNED FOR THE LRFD

REACTIONS INDICATED ON THE FRAMING PLANS. WHERE NONE ARE INDICATED, BEAMS SHALL

BE DESIGNED FOR A LRFD END REACTION EQUAL TO 20 KIPS

7. WELDING ELECTRODES SHALL CONFORM TO REQUIREMENTS SHOWN IN TABLE 3.2 OF AWS

D1.1:2015, AND FILLER METAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 70 KSI. WHERE WELD SIZE IS NOT GIVEN WELD SIZE SHALL BE A MINIMUM IN ACCORDANCE WITH TABLE 5.7 OF AWS D1.1:2015.

8. WELDS INDICATED "CJP" SHALL BE COMPLETE JOINT PENETRATION GROOVE WELDS.

FABRICATOR SHALL PRODUCE COMPLETE JOINT PENETRATION GROOVE WELDS WHICH

CONFORM TO ALL AWS D1.1 QUALIFIED WELD REQUIREMENTS AND WHICH ARE APPLICABLE TO

THE SPECIFIC CONDITIONS SHOWN.

9. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS, HOLES, ETC., IN STRUCTURAL STEEL

MEMBERS, CUTS, HOLES, ETC., SHALL BE MADE IN THE SHOP AND SHALL BE SHOWN ON THE

SHOP DRAWINGS. MAKING HOLES OR CUTS IN STRUCTURAL STEEL MEMBERS IN THE FIELD

WILL NOT BE PERMITTED WITHOUT SPECIFIC APPROVAL OF THE OWNER’S REPRESENTATIVE.

10.COMPOSITE SLABS SHALL BE PLACED TO A MINIMUM OF THE THICKNESS INDICATED AND SHALL

BE SCREEDED LEVEL.

11.SHEAR CONNECTORS FOR COMPOSITE BEAMS SHALL BE 3/4 INCH DIAMETER x 4 INCH LONG

STUDS OF THE QUANTITY INDICATED ON THE FLOOR PLAN. DISTRIBUTE STUDS UNIFORMLY

ALONG BEAMS AND GIRDERS WHERE QUANTITY IS SHOWN AS A SINGLE NUMBER. WHERE

QUANTITY IS SHOWN AS MULTIPLE CALLOUTS ALONG A GIRDER DISTRIBUTE STUDS UNIFORMLY

ALONG EACH SEGMENT. WHERE THE FLUTE OF THE DECK IS PERPENDICULAR TO THE BEAM,

PROVIDE NO MORE THAN ONE STUD IN A FLUTE PER ROW (ALONG THE LENGTH OF THE BEAM).

WHERE ONE ROW OF STUDS WILL NOT ACCOMMODATE THE REQUIRED QUANTITY OF STUDS,

DISTRIBUTE HALF OF THE REMAINDER TO EACH END OF THE BEAM USING TWO ROWS OF STUDS

WITH A MINIMUM CENTER-TO-CENTER SPACING BETWEEN ROWS OF 3 INCHES. WHERE THE

FLUTE OF THE DECK IS PARALLEL TO THE GIRDERS PROVIDE A MINIMUM LONGITUDINAL

SPACING OF 4 1/2 INCHES BETWEEN THE STUDS

12.WHERE PARTITIONS OF ANY MATERIAL ABUT STEEL COLUMN ENCASEMENTS, INCREASE THE

DISTANCE FROM STEEL COLUMN TO FACE OF ENCASEMENT AS REQUIRED TO PROVIDE AN

UNBROKEN SURFACE FOR THE WALL FINISH.

13.THE LATERAL LOAD RESISTING SYSTEM INCLUDES STRUCTURAL STEEL, NON-STRUCTURAL STEEL

ELEMENTS, AND THE DIAPHRAGM AS INDICATED BELOW. ALL ELEMENTS OF THE LATERAL LOAD

RESISTING SYSTEM AND DIAPHRAGM ARE REQUIRED TO BE COMPLETE AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS TO PROVIDE THE LATERAL STRENGTH AND STABILITY

OF THE STEEL STRUCTURE. THE STRUCTURE SHALL BE CONSIDERED UNSTABLE UNTIL THESE

SYSTEMS AND ELEMENTS ARE COMPLETE.

14.THE LATERAL LOAD RESISTING SYSTEM FOR THE STEEL STRUCTURE INCLUDES THE FOLLOWING

ELEMENTS AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS:

MOMENT FRAMES

CONNECTIONS, BASEPLATES, ANCHOR BOLTS, AND GROUT

15.THE LATERAL LOAD RESISTING DIAPHRAGM FOR THE STEEL STRUCTURE INCLUDES THE FOLLOWING

ELEMENTS AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS:

STEEL FLOOR DECK WITH CONCRETE AT 28-DAY STRENGTH

STEEL ROOF DECK

16.STABILITY BRACING: THE STABILITY OF STRUCTURAL STEEL ELEMENTS INCLUDING INDIVIDUAL HOT- ROLLED STEEL SHAPES AND FABRICATED TRUSSES IS PROVIDED BY THE FOLLOWING ELEMENTS AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS. THESE ELEMENTS SHALL BE

COMPLETE AS SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS BEFORE ANY TEMPORARY

MEANS AND METHODS REQUIRED FOR ERECTION ARE REMOVED.

STEEL FLOOR DECK WITH CONCRETE AT 28-DAY STRENGTH

STEEL ROOF DECK

STRUCTURAL STEEL BRACING AND KICKERS

STEEL DECK

1. DESIGN ROOF DECK IN ACCORDANCE WITH THE FOLLOWING:

DEPTH 1.5 in

MINIMUM GAGE 18

WIDE-RIB CONFIGURATION

MATERIAL STRENGTH Fy = 33 KSI MINIMUM SECTION MODULUS, Sp 0.307 in3

MINIMUM SECTION MODULUS, Sn 0.315 in3

MINIMUM MOMENT OF INERTIA 0.281 in4

ROOF DECK CONNECTIONS: IN ACCORDANCE WITH TYPICAL ROOF DECK ATTACHMENT DETAIL.

2. DESIGN COMPOSITE FLOOR DECK IN ACCORDANCE WITH THE FOLLOWING:

DEPTH 2 in 3in

MINIMUM GAGE 20 18

COMPOSITE

MATERIAL STRENGTH Fy = 40 KSI Fy = 40 KSI MINIMUM SECTION MODULUS, Sp 0.342 in3 0.794 in3

MINIMUM SECTION MODULUS, Sn 0.347 in3 0.807 in3

MINIMUM MOMENT OF INERTIA 0.417 in4 1.260 in3

FLOOR DECK CONNECTIONS: IN ACCORDANCE WITH TYPICAL COMPOSITE FLOOR DECK ATTACHMENT

DETAIL.

3. ALL METAL DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER THREE SPANS MINIMUM, AND SHALL

BEAR AT LEAST 1 ½ INCHES MINIMUM ON STEEL SUPPORTS OR MORE AS REQUIRED BY DECK

MANUFACTURER. FOR ONE OR TWO SPAN CONDITIONS, THE CONTRACTOR SHALL PROVIDE SHORING AS REQUIRED, OR FURNISH HIGHER GAGE DECK AS REQUIRED TO SUPPORT ALL THE APPLICABLE

LOADS. CONTRACTOR SHALL SUBMIT ALTERNATE FOR APPROVAL. CONTRACTOR SHALL ENSURE

THAT CONSTRUCTION LOADS ON STEEL DECK DO NOT EXCEED SDI PUBLISHED CONSTRUCTION LOAD

CRITERIA.

4. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES, INSERTS, ETC., WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE INSTALLED. SEE MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF OPENINGS

IN ROOF.

SPECIAL INSPECTIONS

1. SPECIAL INSPECTIONS WILL BE PERFORMED IN ACCORDANCE WITH THE STATEMENT OF SPECIAL

INSPECTIONS

2. NOT USED

3. THE FOLLOWING GENERAL TYPES OF WORK REQUIRE SPECIAL INSPECTION: (REFER TO STATEMENT

OF SPECIAL INSPECTIONS FOR DETAILED INSPECTION REQUIREMENTS)

FOUNDATIONS CONCRETE

REINFORCING STEEL FORMWORK

POST-INSTALLED CONCRETE ANCHORS PRECAST CONCRETE

MASONRY STRUCTURAL STEEL

STRUCTURAL WELDING HIGH STRENGTH BOLTS

FLOOR AND ROOF DECK ATTACHMENT COLD-FORMED FRAMING

ARCHITECTURAL PRECAST CONCRETE

1. THE PRECAST CONCRETE SUPPLIER SHALL DESIGN THE PRECAST CONCRETE MEMBERS AND THEIR CONNECTIONS IN ACCORDANCE WITH THE BUILDING CODE, AND THE LATEST EDITION OF THE PCI DESIGN HANDBOOK. THE PRECAST CONCRETE SUPPLIER SHALL HAVE A LICENSED PROFESSIONAL

ENGINEER SEAL AND SIGN THE PRECAST CONCRETE CALCULATIONS AND SHOP DRAWINGS.

2. EFFECTS TO BE CONSIDERED BY THE PRECAST DESIGN ENGINEER IN THE DESIGN OF THE PRECAST

MEMBERS AND CONNECTIONS INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING:

3. GRAVITY (SELF-WEIGHT), WIND, SEISMIC, SNOW (DRIFTS, SLIDING, ETC.), ECCENTRICITY OF APPLIED LOADS, LOADS FROM MATERIALS SUPPORTED BY MEMBERS, DIFFERENTIAL TEMPERATURE BETWEEN

PANEL FACES, ERECTION LOADS AND VOLUMETRIC CHANGES DUE TO TEMPERATURE, CREEP AND

SHRINKAGE. LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.

4. PRECAST CONCRETE SUPPLIER SHALL COORDINATE WITH ARCHITECTURAL, STRUCTURAL,

MECHANICAL, ELECTRICAL AND CIVIL DRAWINGS FOR LOCATIONS OF EMBEDS, OPENINGS AND

POCKETS IN MEMBERS.

5. CONNECTION DETAILS SHOWN ARE SCHEMATIC ONLY. PRECAST CONCRETE SUPPLIER SHALL DESIGN AND DETAIL ALL CONNECTIONS FOR THE SPECIFIED LOADS. CONNECTIONS SHALL ACCOUNT FOR

THERMAL MOVEMENT AND CREEP OF PRECAST MEMBERS. CONNECTIONS SHALL ACCOMODATE A

VERTICAL DEFLECTION OF 1 INCH.

6. ALL CONNECTION HARDWARE EXPOSED TO EXTERIOR CONDITIONS SHALL BE GALVANIZED UNLESS

OTHERWISE NOTED. GALVANIZED SURFACES THAT ARE SUBSEQUENTLY FIELD WELDED SHALL BE

TOUCHED-UP WITH ZINC-RICH PAINT. CONNECTION BELOW GRADE SHALL NOT BE EXPOSED TO THE

SUBGRADE.

7. PRECAST CONNECTIONS SHALL NOT TRANSFER THE TORSION RESULTING FROM ECCENTRIC LOADING OF THE PRECAST TO THE STRUCTURE. SUPPLEMENTAL SECONDARY BRACING SHALL BE DESIGNED

AND PROVIDED BY THE SUPPLIER TO ELIMINATE THE TORSION

8. SHOP DRAWINGS SHALL INDICATE THE DESIGN LOADS AND SHOW ALL THE REACTIONS ON THE

STRUCTURAL ELEMENTS SUPPORTING THE PRECAST ELEMENTS.

9. MEMBERS DAMAGED OR CRACKED DURING ERECTION SHALL BE REPLACED OR REPAIRED AS

DIRECTED BY THE OWNERS REPRESENTATIVE.

US Army Corps of Engineers ®

SHEET ID

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