USPFO_S001W.pdf

STRUCTURAL GENERAL NOTES

DIVISION 1 - GENERAL REQUIREMENTS

1.1 QUALITY ASSURANCE

A. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND

REPORT ANY DISCREPANCY TO ARCHITECT OR ENGINEER.

B. NO DUCTS, CHASES, ETC., SHALL BE PLACED IN SLABS, BEAMS, OR WALLS

UNLESS SPECIFICALLY SHOWN OR NOTED, NOR SHALL ANY STRUCTURAL

MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS OTHERWISE NOTED.

CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY PIPES,

DUCTS, ETC. NOTIFY THE ENGINEER WHEN DRAWINGS BY OTHERS SHOW

OPENINGS, POCKETS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT

WHICH ARE LOCATED IN STRUCTURAL MEMBERS.

C. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR

FLOOR AND ROOF OPENINGS, TRENCHES, PITS, PIPE SLEEVES, EQUIPMENT

PADS AND MISCELLANEOUS IRON.

D. FRAMING FOR FLOOR AND ROOF OPENINGS SHALL BE PER THE TYPICAL

DETAILS.

E. ALL CONTRACTOR-DESIGNED ELEMENTS SHALL BE DESIGNED BY A LICENSED

STRUCTURAL/PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF OHIO.

CONTRACTOR SHALL SUBMIT CERTIFICATION THAT ELEMENTS WERE DESIGNED

FOR LOADS SPECIFIED ON DRAWINGS OR IN THE BUILDING CODE. THE

FOLLOWING ELEMENTS ARE TO BE CONTRACTOR-DESIGNED:

STEEL JOISTS, CURTAIN WALLS, STAIRS, & STRUCTURAL STEEL AND JOIST

MOMENT FRAME CONNECTIONS

F. ALL TESTING AND INSPECTION OF WELDS SHALL BE DONE BY AN INDEPENDENT

TESTING SERVICE ACCEPTABLE TO THE ARCHITECT AND SHALL CONFORM TO

THE LATEST EDITION OF ANSI/AWS D1.1. WELD INSPECTORS TO BE AWS

CERTIFIED.

G. ALL WELDS TO BE VISUALLY INSPECTED.

1. 15% OF SHOP GROOVE WELDS TO BE TESTED BY ULTRASONIC TESTING.

2. 20% OF FIELD & SHOP FILLET WELDS TO BE TESTED USING MAGNETIC

PARTICLE.

3. ALL FIELD GROOVE WELDS TO BE TESTED BY ULTRASONIC TESTING.

H. SHOP DRAWINGS PREPARED BY SUPPLIERS AND SUBCONTRACTORS SHALL BE

REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTING TO ENGINEER.

I. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS SHOWING SIZE, METHOD OF

ANCHORAGE, AND WEIGHT OF ALL EQUIPMENT THAT IS TO BE SUPPORTED BY

THE STRUCTURE FOR REVIEW BY ENGINEER TO DETERMINE ADEQUACY OF THE

STRUCTURE, PRIOR TO ORDERING.

J. SUBMITTALS REVIEWED BY THE STRUCTURAL ENGINEER ARE REVIEWED FOR

GENERAL COMPLIANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND

GENERAL COMPLIANCE WITH THE INFORMATION INCLUDED IN THE CONTRACT

DOCUMENTS. ANY ACTION INDICATED IS SUBJECT TO THE REQUIREMENTS OF

THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR

CORRELATING AND CONFIRMING DIMENSIONS AT THE JOB SITE, CHOICE OF

FABRICATION PROCESSES, AND TECHNIQUES OF CONSTRUCTION, AND

COORDINATION OF THE WORK WITH THAT OF OTHER TRADES.

K. CONSTRUCTION MATERIALS PLACED ON SUPPORTED FLOORS AND ROOFS SHALL

NOT BE PLACED BEFORE THE STRUCTURE HAS ACHIEVED ITS DESIGN

STRENGTH, NOR SHALL LOADS BE PLACED SO AS TO EXCEED THE DESIGN

LIVE LOAD. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING

WHERE STRUCTURE HAS NOT ATTAINED ITS DESIGN STRENGTH OR WHERE AN

OVERLOAD IS ANTICIPATED.

1.2 BRACING AND SHORING

A. ALL WALLS SHALL BE BRACED LATERALLY UNTIL COMPLETE FLOOR/ROOF

SYSTEMS ARE IN PLACE.

B. TEMPORARY BRACING FOR BACKFILL AGAINST FOUNDATION WALL TO BE

DESIGNED BY THE CONTRACTOR.

C. ALL STRUCTURAL STEEL TO BE PROPERLY GUYED AND BRACED UNTIL FLOOR

AND ROOF FRAMING SYSTEM AND LATERAL LOAD RESISTING SYSTEM IS IN

PLACE.

1.3 SPECIAL INSPECTIONS

A. THE CONTRACTOR SHALL ENGAGE THE SERVICES OF QUALIFIED SPECIAL

INSPECTORS. THE CONTRACTING OFFICER SHALL APPROVE ALL SPECIAL

INSPECTORS. UPON AWARD, THE CONTRACTOR SHALL SUBMIT A STATEMENT OF

SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC ARTICLE 1704.1.1 ALONG

WITH SPECIAL INSPECTOR QUALIFICATIONS FOR REVIEW BY THE CONTRACTING

OFFICER.

B. SPECIAL INSPECTIONS ARE REQUIRED FOR, MASONRY CONSTRUCTION, STEEL

CONSTRUCTION, CONCRETE CONSTRUCTION. THE WORK REQUIRING SPECIAL

INSPECTIONS IS AS FOLLOWS:

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, WASHERS,

STRUCTURAL STEEL, AND WELD FILLER MATERIAL.

2. INSPECTION OF HIGH-STRENGTH BOLTING, AND WELDING.

3. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH

APPROVED CONSTRUCTION DOCUMENTS.

4. INSPECTION OF REINFORCING STEEL WELDING.

5. VERIFICATION AND INSPECTION OF MASONRY UNITS, REINFORCING, GROUT

PLACEMENT, AND PLACEMENT OF ALL MASONRY ELEMENT ACCESSORIES

6. VERIFICATION AND INSPECTION OF CONCRETE MIX DESIGN, REINFORCING,

EMBEDDED ITEMS, CONCRETE SAMPLES, AND CURING TECHNIQUES.

7. CONCRETE STRENGTH TESTS

C. AN AGENCY QUALIFIED IN SPECIAL INSPECTIONS SHALL BE ENGAGED TO DO

THE SPECIAL INSPECTION WORK.

D. SPECIAL INSPECTIONS PROCEDURES SHALL BE DEFINED IN CHAPTER 17 OF

THE 2006 INTERNATIONAL BUILDING CODE.

E. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE THE WORK TO ALLOW

FOR REQUIRED SPECIAL INSPECTIONS WITHOUT DELAYING THE PERFORMANCE

OF THE WORK. A MINIMUM OF 48 HOURS ADVANCE NOTICE SHALL BE

PROVIDED TO SPECIAL INSPECTORS BY THE CONTRACTOR

1.4 DESIGN CRITERIA

A. THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2006 INTERNATIONAL

BUILDING CODE (IBC).

B. DESIGN LIVE LOADS

1. ROOF LOADS:

a. ROOF LIVE LOAD: 20 PSF

b. SNOW LOAD:

1) GROUND SNOW LOAD: 20 PSF

2) SNOW EXPOSURE FACTOR: 0.9

3) SNOW IMPORTANCE FACTOR: 1.2

4) THERMAL FACTOR: 1.0

5) FLAT ROOF SNOW LOAD: 24 PSF

2. UNIFORM FLOOR LIVE LOADS:

a. CATWALK: 60 PSF PLUS MECH. EQUIPMENT

b. STAIRS: 100 PSF

3. CONCENTRATED FLOOR LIVE LOADS: (LOADS ARE DISTRIBUTED OVER AN

AREA OF 2-1/2 SQ FT UNLESS NOTED OTHERWISE)

a. STAIRS: 300 LB (OVER 4 SQ. IN.)

4. CONCENTRATED LATERAL LIVE LOADS

a. HANDRAIL ASSEMBLIES:

1) TOP RAIL: 200 LB OR 50 LB/FT APPLIED NON-

CONCURRENTLY IN ANY DIRECTION

2) INTERMEDIATE RAILS AND PANEL FILLERS: 50 LB (OVER 1

SQ. FT.) APPLIED NON-CONCURRENTLY WITH THE TOP RAIL

LOAD`

C. LATERAL LOADS

1. WIND LOADS

a. BASIC WIND SPEED: 90 MPH

b. WIND IMPORTANCE FACTOR: 1.15

c. EXPOSURE CATEGORY: C FOR MAIN WIND RESISTING SYSTEM

(EXPOSURE CATEGORY C FOR COMPONENTS AND CLADDING)

d. INTERNAL PRESSURE COEFFICIENT, GCpi: ± 0.18 TYP. AND ± 0.55

e. DESIGN WIND PRESSURES FOR WALL COMPONENTS & CLADDING

NOT SPECIFICALLY DESIGNED BY A REGISTERED DESIGN

PROFESSIONAL: 27 PSF

2. EARTHQUAKE LOADS

a. SEISMIC IMPORTANCE FACTOR: 1.5

b. SPECTRAL ACCELERATION FOR SHORT PERIODS, Ss: 0.163

c. SPECTRAL ACCELERATION FOR 1 SEC PERIOD, S1: 0.068

d. SITE CLASS: D

e. DESIGN SPECTRAL RESPONSE ACCELERATION SHORT PERIOD, SDS:

0.179

f. DESIGN SPECTRAL RESPONSE ACCELERATION 1 SEC PERIOD, SD1:

0.109

g. OCCUPANCY CATEGORY: IV

h. SEISMIC DESIGN CATEGORY: C

1) BASIC SEISMIC-FORCE RESISTING SYSTEM: STEEL SYSTEMS

NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

2) RESPONSE MODIFICATION FACTOR, R: 3

3) DEFLECTION AMPLIFICATION FACTOR, Cd: 3

4) SEISMIC RESPONSE COEFFICIENT, CS:

a) WAREHOUSE: 0.090

b) OFFICE: 0.087

5) DESIGN BASE SHEAR:

a) WAREHOUSE: 144 KIPS

b) OFFICE: 72 KIPS

i. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

DIVISION 2 - FOUNDATIONS

2.1 GENERAL

A. FOUNDATION DESIGN IS BASED UPON SOILS REPORT PREPARED BY

GEOTECHNICAL CONSULTANTS INC. 720 GREENCREST DRIVE, WESTERVILLE OHIO

43081-2837 (614-895-1400) DATED FEBRUARY 13, 2008.

B. ALL FOOTINGS TO BEAR ON AND BE FORMED BY CLEAN, UNDISTURBED,

VIRGIN, SUB-SOIL OR FILL WITH SAFE BEARING PRESSURES OF 3000 PSF.

C. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING

WATER.

D. SEE GEOTECHNICAL REPORT FOR REMOVAL AND REPLACEMENT OF EXISTING

FILL.

DIVISION 3 - CONCRETE

3.1 GENERAL

A. REINFORCED CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A 28-

DAY COMPRESSIVE STRENGTH OF 4000 PSI.

B. PROVIDE CLEAR COVER FOR REINFORCING BARS IN CONCRETE AS FOLLOWS:

1. FOOTINGS & GRADE BEAMS: TOP BARS: 2", BOTTOM BARS: 3"

2. PIERS: 3"

3. WALLS:

INTERIOR FACE NOT EXPOSED TO WEATHER: 1",

EXTERIOR FACE & AND ALL SURFACES EXPOSED TO WEATHER: 2"

4. STRUCTURAL/SUPPORTED SLABS: 1"

5. COLUMNS & BEAMS (CLEAR TO TIES OR STIRRUPS): 1-1/2"

C. PROVIDE CONTROL JOINTS IN ALL RETAINING WALLS AT 10 FT TO 15 FT

INTERVALS.

D. CONSTRUCTION JOINTS IN FOOTINGS AND WALLS TO BE KEYED AND LOCATED

NEAR CENTER OF SPAN.

E. CONSTRUCTION JOINTS IN WALLS TO BE KEYED AND PLACED AT APPROVED

LOCATIONS.

F. PROVIDE WATERSTOPS IN ALL BELOW GRADE FOUNDATION WALL CONSTRUCTION

JOINTS.

G. SLAB ON GRADE AT INTERIOR OF BUILDING SHALL BE UNDERLAIN BY VAPOR

RETARDER ASTM E1745 CLASS A ON GRANULAR FILL.

H. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE AS NOTED

PER DRAWINGS.

I. ALL COLUMN POCKETS TO BE FILLED WITH CONCRETE AFTER COLUMN IS

ERECTED.

J. SLEEVES AND OPENINGS IN BEAMS, JOISTS AND SLABS NOT SHOWN ON

STRUCTURAL DRAWINGS ARE NOT PERMITTED, UNLESS APPROVED BY THE

ENGINEER.

K. CONDUIT PLACED IN SUPPORTED SLABS SHALL BE NO LARGER THAN 1/3

THE SLAB THICKNESS, AND SHALL BE PLACED NO CLOSER THAN 6" ON

CENTER.

3.2 REINFORCING FOR CONCRETE

A. GENERAL

1. ALL REINFORCING STEEL TO BE ASTM A615 GRADE 60, DEFORMED BARS

UNLESS NOTED OTHERWISE. WELDING OF ASTM A615 GRADE 60

REINFORCING IS NOT ALLOWED.

2. ALL REINFORCING BARS TO BE DETAILED AND PLACED IN ACCORDANCE

WITH THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES" SPECIFICATIONS. CONTINUOUS

BARS TO BE LAPPED.

3. -REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, DEFORMED

BARS WITH A YIELD STRENGTH OF 60 KSI.

4. ALL REINFORCING BARS SHALL BE DETAILED, FABRICATED, SUPPORTED,

AND PLACED IN ACCORDANCE WITH THE LATEST ADDITION OF ACI 315

DETAILS AND DETAILING OF CONCRETE REINFORCEMENT AND CRSIS

MANUAL OF STANDARD PRACTICE.

5. FOR CAST-IN-PLACE CONCRETE ALL REINFORCING SHALL BE LAPPED

OR DOWELED AS FOLLOWS (CLEAR COVER > BAR DIAMETER):

a. #4 BARS -- 33" #8 BARS -- 81"

b. #5 BARS -- 41" #9 BARS -- 91"

c. #6 BARS -- 49" #10 BARS -- 102"

d. #7 BARS -- 71" #11 BARS -- 113"

6. PROVIDE 2-#5 X 4'-0" DIAGONALS AT EACH CORNER OF OPENINGS.

7. PROVIDE #5 SUPPORT BARS TO SUPPORT TOP STEEL IN SLABS.

8. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE INSTALLED, AND

SHALL BE THE SAME GRADE, SIZE, AND SPACING AS THE VERTICAL

WALL REINFORCING, UNLESS NOTED OTHERWISE.

9. PROVIDE CORNER BARS IN CONTINUOUS SPREAD FOOTINGS TO MATCH

FOOTING REINFORCING.

B. WALLS

1. PROVIDE CORNER BARS IN THE OUTSIDE FACE AND AT WALL

JUNCTURES MATCHING HORIZONTAL WALL BARS. USE 3-#5 VERTICAL

CONSTRUCTION RODS AT CORNERS.

2. PROVIDE #4 AT 12" O.C. HORIZONTAL AND VERTICAL IN EACH FACE OF

ALL WALLS, UNLESS NOTED OTHERWISE.

DIVISION 4 - MASONRY

4.1 GENERAL

A. ALL MASONRY SHALL BE MEDIUM WEIGHT AGGREGATE UNITS (115 PCF) WITH A

28 DAY COMPRESSIVE STRENGTH OF 3275 PSI.

B. CONCRETE MASONRY UNITS SHALL BE ASTM C90.

C. PROVIDE CONCRETE UNIT MASONRY THAT DEVELOPS THE FOLLOWING MINIMUM

NET AREA COMPRESSIVE STRENGTH (fm) 28-DAY: 2250 PSI.

D. MORTAR SHALL BE TYPE M FOR WALLS BELOW GRADE AND TYPE M OR S

FOR BEARING WALLS.

E. GROUT SHALL CONFORM TO ASTM C476.

F. ALL GROUT FOR MASONRY SHALL BE 2500 PSI CONCRETE WITH A MAXIMUM

SLUMP OF 8" USING 3/8" PEA GRAVEL.

G. ALL VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT TO

MAINTAIN A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LESS THAN 2 IN. X

3 IN.

H. ALL BOND BEAMS SHALL BE GROUTED SOLID AND REINFORCED.

I. GROUT THREE COURSES OF CMU SUPPORTING BAR JOISTS. FIRST COURSE

SHALL BE A BOND BEAM.

J. PROVIDE BOND BEAMS AT ALL WALLS SUPPORTING METAL ROOF DECK AND

FLOOR SLABS.

K. GROUT SOLID UNDER ALL BEAMS AND LINTELS FOR FULL HEIGHT OF WALL.

4.2 REINFORCING

A. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 DEFORMED BARS

UNLESS NOTED OTHERWISE. WELDING OF ASTM A615 GRADE 60 REINFOCING

IS NOT ALLOWED.

B. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706 DEFORMED BARS.

C. FOR MASONRY ALL REINFORCING SHALL BE LAPPED OR DOWELED AS

FOLLOWS:

1. #4 BARS -- 36" #5 BARS -- 45"

2. #6 BARS -- 54" #7 BARS -- 63"

3. #8 BARS -- 72" #9 BARS -- 82"

D. ALL MASONRY WALLS SHALL HAVE LADDER TYPE HORIZONTAL JOINT

REINFORCING CONFORMING TO ASTM A951, WITH TWO 9 GAUGE WIRES AND

WITH PREFABRICATED CORNER AND TEE UNITS AT CORNERS AND

INTERSECTIONS.

E. VERTICAL REINFORCING TO BE #5@48” UNO.

F. SPACE REINFORCED JOINTS AT 16" O.C. VERTICALLY, TYPICALLY AND AT 8"

O.C. VERTICALLY AT PARAPETS AND AT CANTILEVERED WALLS.

G. DOWELS TO SUPPORTING STRUCTURE SHALL BE SAME GRADE, SIZE, AND

NUMBER AS VERTICAL REINFORCING.

H. PROVIDE #4 REBAR, GROUTED SOLID, AT ALL SIDES OF CMU OPENINGS, TO

EXTEND A MINIMUM OF 24" TO BEYOND THE OPENING.

I. PROVIDE PROTECTION FOR REINFORCING BARS IN MASONRY AS FOLLOWS:

1. VERTICAL REINFORCEMENT....3/4"

2. BOND BEAM...1"

DIVISION 5 - METALS

5.1 STRUCTURAL STEEL

A. GENERAL

1. MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS NOTED

OTHERWISE.

a. W & WT SHAPES ASTM A992 GRADE 50

b. PLATES, CHANNELS, ANGLES: ASTM A36

c. PIPES: ASTM A53, TYPE E OR S, GRADE B

d. STEEL TUBES: ASTM A500, GRADE B, 46 KSI

e. BOLTS: ASTM A325, 3/4" DIAMETER (MIN.)

f. ANCHOR BOLTS: ASTM F1554 GRADE 36

g. THREADED ROD: ASTM A36

h. STUDS: NELSON HEADED SHEAR STUD CONNECTORS OR EQUAL.

i. ELECTRODES: E70XX FOR A36 STEEL AND SMAW PROCESS OR

ITS EQUIVALENT, MATCHING WELD METAL FOR OTHER STEEL

GRADES AND/OR PROCESSES.

2. STEEL TUBE/PIPE COLUMNS THAT ARE GALVANIZED SHALL HAVE VENT

HOLES PLACED IN THE BASE PLATE AT THE CENTER OF THE COLUMN.

B. BOLTS CONNECTIONS AND SPLICES

1. DETAIL STEEL BEAM CONNECTIONS AS SIMPLE SPAN BEAMS, UNLESS

NOTED OTHERWISE.

2. ALL CONNECTIONS NOT SHOWN SHALL BE DESIGNED FOR SERVICE

(ASD) LOADS INDICATED ON PLANS, UNLESS NOTED OTHERWISE. FOR

BEAMS WITHOUT SHEAR LOADS INDICATED PROVIDE A CONNECTION

WITH A MINIMUM SHEAR CAPACITY OF 10 KIPS (SERVICE).

3. ALL BOLTED CONNECTIONS TO BE DESIGNED AS SNUG-TIGHT BEARING

CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR PLANE, UNLESS

NOTED OTHERWISE.

4. ALL BOLTED CONNECTIONS DESIGNATED AS PRE-TENSIONED OR SLIP-

CRITICAL (FRICTION) SHALL BE INSTALLED WITH LOAD INDICATOR

WASHERS.

5. ALL BOLTS IN MOMENT CONNECTIONS TO BE SLIP-CRITICAL (FRICTION)

UNLESS OTHERWISE NOTED.

6. ALL BOLTS IN HANGER CONNECTIONS TO BE PRE-TENSIONED.

7. ANCHOR BOLTS IN CONCRETE SHALL HAVE AN EMBEDMENT DEPTH IN

CONCRETE EQUAL TO 12 TIMES THE DIAMETER OF THE BOLT UNLESS

NOTED OTHERWISE.

C. WELDS

1. ALL WELDING TO BE IN ACCORDANCE WITH LATEST AWS AND AISC

SPECIFICATIONS.

2. ALL WELDS SHALL BE MADE BY WELDERS CERTIFIED ACCORDING TO

AWS PROCEDURES.

D. ERECTION

1. ALL STRUCTURAL STEEL TO BE FABRICATED AND ERECTED IN

ACCORDANCE WITH LATEST AISC SPECIFICATIONS.

E. DESIGN

1. ALL STEEL BEAMS AND LINTELS BEARING ON MASONRY SHALL HAVE 8"

MINIMUM BEARING UNLESS NOTED OTHERWISE.

F. STEEL LINTELS

1. LOOSE LINTELS FOR MASONRY AT ALL OPENINGS SHALL BE THE

FOLLOWING, ONE ANGLE PER 4" WYTHE OF MASONRY:

L3-1/2 X 3-1/2 X 5/16 FOR SPANS LESS THAN 5'-0"

L5 X 3-1/2 X 5/16 FOR SPANS BETWEEN 5'-0" & 7'-11"

L6 X 3-1/2 X 5/16 FOR SPANS BETWEEN 8'-0" & 9'-11"

L7 X 4 X 3/8 FOR SPANS BETWEEN 10'-0" & 12'-11"

FOR 6" MASONRY WYTHES, USE L5X5X5/16" FOR EACH WYTHE, UP TO

5'-0" OPENING SIZES, AND L5X5X3/8 UP TO 8'-0" OPENING

SIZES.

2. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR OPENING SIZES

AND LOCATIONS.

3. ALL STEEL LINTELS SHALL BE HOT-DIPPED GALVANIZED ACCORDING TO

ASTM A123. TOUCH-UP DAMAGED AREAS WITH AN INORGANIC ZINC-

RICH PRIMER, PROVIDING A MINIMUM DRY FILM THICKNESS OF 4.5

MILS. ZINC-RICH PRIMER SHALL MEET FEDERAL SPECIFICATION TT-P-

641G, TYPE III, USING A PHENOLIC RESIN VEHICLE.

5.2 STEEL JOISTS

A. GENERAL

1. ALL STEEL JOISTS TO BE FABRICATED AND ERECTED IN ACCORDANCE

WITH LATEST SJI SPECIFICATIONS.

2. REFER TO SJI SPECIFICATIONS FOR ERECTION PROCEDURES

CONCERNING STABILITY, HANDLING, END CONNECTIONS, AND TIMING OF

LOAD PLACEMENT.

3. STEEL JOISTS WITHOUT SPECIFIED CHORD SIZE SHALL BE DESIGNED BY

CONTRACTOR FOR LOADS AS SHOWN ON DRAWINGS.

4. ALIGN ALL STEEL JOIST PANEL POINTS TO PERMIT PASSAGE OF DUCT

WORK.

5. STEEL JOISTS SHALL HAVE RIGID BRIDGING (CROSS BRACING) SIZED

AND SPACED IN ACCORDANCE WITH LATEST SJI SPECIFICATIONS,

WELDED TO PARALLEL BEAMS AND STRUTS AND ANCHORED TO WALLS.

HORIZONTAL BRIDGING PROVIDING EQUIVALENT STRENGTH SHALL BE

USED BETWEEN JOISTS WHERE MECHANICAL DUCTWORK CONFLICTS

WITH CROSS-BRACING, PROVIDED EACH JOIST HAS CROSS BRACING

ON ONE SIDE.

6. STEEL JOISTS WITH EXTENDED ENDS SHALL BE DESIGNED BY JOIST

MANUFACTURER FOR LOADS AS SHOWN ON DRAWINGS.

7. STEEL JOISTS DESIGNATED SP SHALL BE DESIGNED BY JOIST

MANUFACTURER FOR LOADS SHOWN ON DRAWINGS.

8. FIELD BOLT JOISTS LOCATED AT COLUMNS FOR STABILITY DURING

CONSTRUCTION. SPLICES IN LONG SPAN JOISTS MAY BE BOLTED.

INCREASE SIZE OF CONNECTED PARTS TO ACCOUNT FOR LOSS OF

AREA, IF REQUIRED.

9. SPLICE PLATES SHALL HAVE THE SAME NET AREA AND CENTROID AS

THE CONNECTED PARTS.

B. STEEL K JOISTS

1. STEEL K JOISTS SHALL BE WELDED WITH TWO 1" LONG 1/8" FILLET

WELDS TO SUPPORTING BEAMS, WITH A MINIMUM OF 2-1/2" OF

BEARING, UNLESS SPECIAL BEARING ENDS ARE PROVIDED, WITH A

POSITIVE WELDED OR BOLTED CONNECTION.

2. STEEL K JOISTS SHALL HAVE A MINIMUM BEARING OF 4" ON MASONRY

WALLS. EACH JOIST UNLESS OTHERWISE SHOWN ON PLANS SHALL BE

FIELD WELDED TO AN EMBEDDED PLATE WITH TWO 1" LONG 1/8"

FILLET WELDS.

3. REFER TO SJI SPECIFICATIONS FOR ERECTION STABILITY AND BOLTED

DIAGONAL BRIDGING REQUIREMENTS AT THE ROW OF BRIDGING NEAREST

MIDSPAN, FOR MAXIMUM SPANS OF CERTAIN JOISTS.

C. STEEL LH JOISTS

1. ALL STEEL DLH JOISTS SHALL BE WELDED WITH TWO 2" LONG 1/4"

FILLET WELDS TO SUPPORTING BEAMS, WITH A MINIMUM OF 4" OF

BEARING, UNLESS SPECIAL BEARING ENDS ARE PROVIDED, WITH A

POSITIVE WELDED OR BOLTED CONNECTION.

2. STEEL LH JOISTS SHALL HAVE A MINIMUM BEARING OF 6" ON MASONRY

OR CONCRETE WALLS. EACH JOIST UNLESS OTHERWISE SHOWN ON

PLANS SHALL BE FIELD WELDED TO AN EMBEDDED PLATE WITH TWO 2"

LONG 1/4" FILLET WELDS.

3. JOISTS DETAILED WITH SLOTTED HOLES AT BEARING ENDS ARE TO BE

WELDED AFTER ALL DEAD LOAD HAS BEEN APPLIED.

4. REFER TO SJI SPECIFICATIONS FOR ERECTION STABILITY AND BOLTED

DIAGONAL BRIDGING REQUIREMENTS AT THE ROW OF BRIDGING NEAREST

MIDSPAN, OR FOR TWO ROWS OF BRIDGING NEAR THIRD POINTS, OR

FOR ALL BRIDGING, FOR MAXIMUM SPANS OF CERTAIN JOISTS.

5.3 METAL DECK

A. GENERAL

1. ALL STEEL ROOF DECK SHALL BE WELDED TO SUPPORTING BEAMS AND

JOISTS AND ERECTED IN ACCORDANCE WITH MANUFACTURER'S LATEST

RECOMMENDATIONS.

2. DECK SHALL BE CONTINUOUS OVER 3 SPANS.

3. AT SUPPORTS PARALLEL TO THE DECK SPAN, RAISE STEEL SUPPORTS

OR PROVIDE SHIMS AT WELD POINTS IF THE DECK VALLEY DOES NOT

ENGAGE THE SUPPORT.

B. ROOF DECK

1. 1-1/2" (WIDE RIB) ROOF DECK SHALL BE 18 GAUGE, I=0.292

IN 4̂/FT, SP=0.318 IN 3̂/FT, Sn=0.327 IN 3̂/FT, AND FY=33 KSI.

2. ROOF DECK SHALL BE GALVANIZED.

3. 1-1/2" ROOF DECK SHALL BE WELDED TO SUPPORTS WITH 5/8”

DIAMETER PUDDLE WELDS AND SHALL BE CONNECTED AT SIDE LAPS

WITH NO. 10 SCREW SIDELAP FASTENERS AS FOLLOWS, UNLESS

NOTED OTHERWISE:

a. WELD PATTERN AT WAREHOUSE: WELD PATTERN SHALL BE 36/4

WITH 6 SIDELAP FASTENERS PER DECK SPAN.

b. WELD PATTERN AT OFFICE: WELD PATTERN SHALL BE 36/7

WITH 6 SIDELAP FASTENERS PER DECK SPAN.

5.4 LIGHTGAGE METAL FRAMING

A. GENERAL

1. ALL LIGHTGAGE METAL FRAMING SHALL BE FABRICATED AND

ERECTED IN ACCORDANCE WITH LATEST AISI SPECIFICATIONS.

2. PROVIDE SHOP DRAWINGS INDICATING MEMBER GAUGES, SHAPES,

SIZES, SPACINGS, LOCATIONS, AND CONNECTIONS.

3. STUDS SHALL BE INSTALLED WITH THEIR BEARING ENDS POSITIONED

FLUSH AGAINST THE INSIDE TRACK WEB.

4. FULL-HEIGHT DOUBLE STUDS SHALL BE PROVIDED AT THE ENDS

OF PARTITIONS, AT ALL WALL OPENINGS, AND AT OTHER LOCATIONS

SHOWN ON THE PLANS. PROVIDE A MINIMUM OF ONE JACK STUD

AT ALL OPENINGS IN ADDITION TO FULL HEIGHT STUDS.

5. PROVIDE STUD WALL AND JOIST BRIDGING ACCORDING TO

MANUFACTURER'S LATEST RECOMMENDATIONS.

6. ANCHOR STUD TRACKS TO CONCRETE WITH LOW-VELOCITY

POWER-DRIVEN FASTENERS WITH A MINIMUM SHANK DIAMETER OF

0.177", AND A MINIMUM PENETRATION OF 1-7/16". LOCATE

ANCHORS AT 3" FROM THE ENDS OF PARTITIONS, AND AT 16" O.C.

MAXIMUM UNLESS NOTED OTHERWISE,

7. CONTACT ARCHITECT/ENGINEER BEFORE CUTTING TRACKS OF JOIST

FRAMING FOR DUCTWORK. DO NOT CUT JOISTS OR STUDS.

8. SPLICES IN STUDS AND JOISTS SHALL NOT BE PERMITTED.

9. VERTICAL STUDS SHALL BE AS FOLLOWS, UNLESS NOTED

OTHERWISE:

a. 600S162-54: 6" STUD, 16 GAGE, FLANGE WIDTH= 1 5/8", Ix=2.862 IN̂ 4, Sx=0.954 IN 3̂, ASTM A653: 50 KSI

b. 800S162-68: 8" STUD, 14 GAGE, FLANGE WIDTH= 1 5/8", Ix=7.088 IN̂ 4, Sx=1.771 IN 3̂, ASTM A653: 50 KSI

c. 800S162-54: 8" STUD, 16 GAGE, FLANGE WIDTH= 1 5/8", Ix=5.740 IN̂ 4, Sx=1.435 IN 3̂, ASTM A653: 50 KSI

d. 362S162-54: 3 5/8" STUD, 16 GAGE, FLANGE WIDTH= 1

5/8", Ix=0.873 IN̂ 4, Sx=0.482 IN̂ 3, ASTM A653: 33 KSI

5.5 EMBEDDED ITEMS AND ANCHORS FOR CONCRETE AND MASONRY

A. ALL BOLTS OR REINFORCING BAR DOWELS TO BE ATTACHED TO EXISTING

CONSTRUCTION SHALL BE EPOXY GROUTED INTO EXISTING CONCRETE.

EPOXY GROUT SHALL BE HILTI HIT HY 150/HIT-ICE OR APPROVED EQUAL.

SUBMIT TECHNICAL DATA TO ENGINEER FOR APPROVAL.

B. WHEN INSTALLING ANCHOR BOLTS, INSERTS, OR DOWELS INTO EXISTING

CONCRETE, USE A MECHANICAL REBAR LOCATING DEVICE TO LOCATE

EXISTING REINFORCING AND DRILL HOLE TO MISS REINFORCEMENT.

C. INSERTS INTO MASONRY AND CONCRETE SHALL BE AS FOLLOWS, UNLESS

NOTED OTHERWISE (ALL EMBEDMENT DEPTHS ARE MINIMUM VALUES):

1. 3/8" DIAM.:HILTI HAS INSERTS: 3-1/2" EMBEDMENT

2. 1/2" DIAM.:HILTI HAS INSERTS: 4-1/4" EMBEDMENT

3. 5/8" DIAM.:HILTI HAS INSERTS: 5" EMBEDMENT

4. 3/4" DIAM.:HILIT HAS INSERTS: 6-5/8" EMBEDMENT

5. 7/8" DIAM.:HILTI HAS INSERTS: 7-1/2" EMBEDMENT