Volume3_Combined.pdf

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M38

STRUCTURAL GENERAL NOTES

DIVISION 1 - GENERAL REQUIREMENTS

1.1 QUALITY ASSURANCE

A. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON

DRAWINGS AND REPORT ANY DISCREPANCY TO CONTRACTING

OFFICER.

B. THE CONTRACTOR SHALL ENGAGE A QUALIFIED INDEPENDENT

TESTING & INSPECTION AGENCY TO PERFORM ALL TESTS AND

INSPECTIONS NOTED IN SPECIFICATIONS.

C. 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 CONFLICT WITH

STRUCTURAL MEMBERS.

D. SEE OTHER DISCIPLINE DRAWINGS FOR FLOOR AND ROOF OPENINGS,

TRENCHES, PITS, PIPE SLEEVES, EQUIPMENT PADS AND

MISCELLANEOUS IRON.

E. ALL CONTRACTOR-DESIGNED ELEMENTS SHALL BE DESIGNED BY

STRUCTURAL ENGINEERS LICENSED IN THE STATE OF TEXAS.

CONTRACTOR SHALL SUBMIT CERTIFICATION THAT ELEMENTS WERE

DESIGNED FOR LOADS SPECIFIED ON DRAWINGS OR IN THE BUILDING

CODE. THE FOLLOWING ELEMENTS SHALL BE CONTRACTOR-

DESIGNED: STEEL JOISTS,

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

INDEPENDENT TESTING SERVICE ACCEPTABLE TO THE CONTRACTING

OFFICER AND SHALL CONFORM TO THE LATEST EDITION OF ANSI/AWS

D1.1. WELD INSPECTORS SHALL BE AWS CERTIFIED.

G. ALL WELDS SHALL BE VISUALLY INSPECTED.

1. 15% OF FIELD & SHOP GROOVE WELDS SHALL BE TESTED BY

ULTRASONIC TESTING.

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

MAGNETIC PARTICLE.

H. SHOP DRAWINGS PREPARED BY SUPPLIERS AND SUBCONTRACTORS

SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO

SUBMITTING TO CONTRACTING OFFICER.

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 THE

CONTRACTING OFFICER TO DETERMINE ADEQUACY OF THE

STRUCTURE, PRIOR TO ORDERING.

J. ALL 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 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.

1.3 SPECIAL INSPECTIONS

A. SEE SPECIAL INSPECTION NOTES ON SHEET S-003

1.4 DESIGN CRITERIA

A. THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2009

INTERNATIONAL BUILDING CODE (IBC).

B. DESIGN LIVE LOADS

1. ROOF LOADS:

a. ROOF LIVE LOAD: 20 PSF

b. SNOW LOAD:

1) GROUND SNOW LOAD: 5 PSF

2) SNOW EXPOSURE FACTOR: 1.0

3) SNOW IMPORTANCE FACTOR: 1.0

4) FLAT ROOF SNOW LOAD: 5 PSF

5) FROST DEPTH: 0 INCHES

2. UNIFORM FLOOR LIVE LOADS:

a. STAIRS: 40 PSF

b. ELECTRICAL EQUIPMENT ROOM: 125 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/GUARDRAIL 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: 100 MPH

b. WIND IMPORTANCE FACTOR: 1.0

c. EXPOSURE CATEGORY: C

d. INTERNAL PRESSURE COEFFICIENT, GCpi : ± 0.18

e. DESIGN WIND PRESSURE FOR COMPONENTS & CLADDING

NOT SPECIFICALLY DESIGNED BY A REGISTERED DESIGN

PROFESSIONAL: ± 20 PSF (AISC 7-05 METHOD 1 AT 75 SF)

2. EARTHQUAKE LOADS

a. SEISMIC IMPORTANCE FACTOR: 1.0

b. SPECTRAL ACCELERATION FOR SHORT PERIODS, Ss: 0.310

c. SPECTRAL ACCELERATION FOR 1 SEC PERIOD, S1: 0.100

d. SITE CLASS: D

e. DESIGN SPECTRAL RESPONSE ACCELERATION SHORT

PERIOD, SDS: 0.321

f. DESIGN SPECTRAL RESPONSE ACCELERATION 1 SEC

PERIOD, SD1: 0.160

g. OCCUPANCY CATEGORY: II

h. SEISMIC DESIGN CATEGORY: C

i. EAST-WEST DIRECTION:

1) BASIC SEISMIC-FORCE RESISTING SYSTEM: ORDINARY

REINFORCED MASONRY SHEAR WALLS

2) RESPONSE MODIFICATION FACTOR, R: 2

3) DEFLECTION AMPLIFICATION FACTOR, Cd: 1.75

4) SEISMIC RESPONSE COEFFICIENT, CS: 0.160

5) DESIGN BASE SHEAR: 26K

j. NORTH-SOUTH DIRECTION:

1) BASIC SEISMIC-FORCE RESISTIING SYSTEM: ORDINARY

REINFORCED MASONRY SHEAR WALLS

2) RESPONSE MODIFICATION FACTOR, R: 2

3) DEFLECTION AMPLIFICATION FACTOR, Cd: 1.75

4) SEISMIC RESPONSE COEFFICIENT, CS: 0.160

5) DESIGN BASE SHEAR: 26K

k. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

PROCEDURE

DIVISION 2 - FOUNDATIONS

2.1 GENERAL

A. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL ENGINEERING

REPORT PREPARED BY ARCHANA USA, INC. DATED MARCH 16, 2011.

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

UNDISTURBED, VIRGIN, NON-ORGANIC SOIL OR CONTROLLED

ENGINEERED FILL WITH A MINIMUM ALLOWABLE NET BEARING

CAPACITY OF 2500 PSF.

C. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND

STANDING WATER.

D. THE CONTRACTOR SHALL COORDINATE AND SCHEDULE THE WORK

TO ALLOW FOR GEOTECHNICAL ENGINEERING OBSERVATIONS OF THE

EXCAVATED SOILS WITHOUT DELAYING THE PERFORMANCE OF THE

WORK.

E. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND

APPROVED BY THE CONTRACTOR’S PROFESSIONAL GEOTECHNICAL

ENGINEER PRIOR TO PLACING CONCRETE.

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. WALLS: INTERIOR FACE NOT EXPOSED TO WEATHER: 1",

EXTERIOR FACE & AND ALL SURFACES EXPOSED TO WEATHER:

2"

C. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED

WITH 5% TO 8%.

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

INTERVALS.

E. CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED AND PLACED AT

APPROVED LOCATIONS.

F. SLAB ON GRADE SHALL BE 8" THICK UNDERLAIN BY VAPOR BARRIER

ASTM E1745 CLASS A ON 4" GRANULAR FILL UNO. VAPOR BARRIER

NOT REQUIRED FOR EXTERIOR SLABS EXPOSED TO WEATHER.

G. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE AS

SHOWN ON PLANS.

H. SLEEVES AND OPENINGS IN BEAMS, JOISTS AND SLABS NOT SHOWN

ON STRUCTURAL DRAWINGS ARE NOT PERMITTED, UNLESS

APPROVED BY THE ENGINEER.

3.2 REINFORCING FOR CONCRETE

A. GENERAL

1. ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60,

DEFORMED BARS UNLESS NOTED OTHERWISE. WELDING OF

ASTM A615 GRADE 60 REINFORCING IS NOT ALLOWED.

2. ALL REINFORCING BARS SHALL BE DETAILED AND PLACED IN

ACCORDANCE WITH THE ACI "MANUAL OF STANDARD PRACTICE

FOR DETAILING REINFORCED CONCRETE STRUCTURES"

SPECIFICATIONS. CONTINUOUS BARS SHALL BE LAPPED.

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

DEFORMED BARS WITH A YIELD STRENGTH OF 60 KSI.

4. WELDED WIRE REINFORCEMENT SHALL BE ASTM A185.

5. ALL REINFORCING BARS SHALL BE DETAILED, FABRICATED,

SUPPORTED, AND PLACED IN ACCORDANCE WITH THE LATEST

EDITION OF ACI 315 DETAILS AND DETAILING OF CONCRETE

REINFORCEMENT AND CRSI(S (MANUAL OF STANDARD

PRACTICE.(

6. FOR CAST-IN-PLACE CONCRETE ALL REINFORCING SHALL BE

LAPPED OR DOWELED AS FOLLOWS (CLEAR COVER > BAR

DIAMETER) (FOR EPOXY COATED REINFORCING BARS INCREASE

LENGTHS BELOW BY 1.2):

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"

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

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

9. PROVIDE RICHMOND DOWEL BAR SPLICER WITH INSERT TO

PROTECT THREADS.

10. 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.

11. 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

6.1 GENERAL

A. ALL CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT

AGGREGATE UNITS WITH A 28 DAY COMPRESSIVE STRENGTH OF 1900

PSI.

B. CONCRETE MASONRY UNITS SHALL BE ASTM C90.

C. PROVIDE CONCRETE MASONRY THAT DEVELOPS THE FOLLOWING

MINIMUM NET AREA COMPRESSIVE STRENGTH (fm) 28-DAY: 1500 PSI.

D. MORTAR SHALL BE TYPE M OR S.

E. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM COMPRESSIVE

STRENGTH OF 2000 PSI AT 28 DAYS. SLUMP SHALL BE 8” TO 11” AT

POINT OF DISCHARGE.

F. 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.

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

H. GROUT THREE COURSES OF CMU SUPPORTING BAR JOISTS. FIRST

COURSE SHALL BE A BOND BEAM.

I. PROVIDE BOND BEAMS AT ALL WALLS SUPPORTING METAL ROOF

DECK.

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

WALL.

K. ALL POCKETS IN CMU WALLS FOR BEAM AND JOIST BEARING SHALL

BE GROUTED SOLID AFTER THE INSTALLATION OF THE BEAM OR JOIST.

6.2 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. 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"

LAP SPLICE LENGTHS SHOWN ABOVE ARE BASED ON 8” NOMINAL

CMU THICKNESS UNO. FOR CMU THICKNESS LESS THAN 8” NOMINAL

CONTACT ENGINEER FOR REQUIREMENTS.

C. 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.

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

AT 8" O.C. VERTICALLY AT PARAPETS AND AT CANTILEVERED WALLS.

E. DOWELS TO SUPPORTING STRUCTURE SHALL BE SAME GRADE, SIZE,

AND NUMBER AS VERTICAL REINFORCING.

F. PROVIDE MINIMUM #5 REBAR, GROUTED SOLID, AT ALL SIDES OF CMU

OPENINGS, TO EXTEND A MINIMUM OF 24" BEYOND THE OPENING

TYPICAL UNO.

G. REINFORCE ALL CMU BOND BEAMS WITH 2-#5 (2-#6 @ 12” CMU)

CONTINUOUS UNO.

H. PROVIDE PROTECTION FOR REINFORCING BARS IN MASONRY AS

FOLLOWS:

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

2. BOND BEAM...................1"

DIVISION 5 - METALS

7.1 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, Fy=46KSI

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

f. ANCHOR BOLTS: ASTM F1554 GRADE 36

g. THREADED ROD: ASTM A36

h. HEADED SHEAR STUDS: ASTM A 108, GRADES 1015 THROUGH

1020, Fu=65KSI

i. ELECTRODES: E70XX FOR A36 STEEL AND SMAW PROCESS

OR ITS EQUIVALENT, MATCHING WELD METAL FOR OTHER

STEEL GRADES AND/OR PROCESSES.

B. BOLTS CONNECTIONS AND SPLICES

1. DETAIL STEEL BEAM CONNECTIONS AS SIMPLE SPAN BEAMS,

UNLESS NOTED OTHERWISE.

2. ALL BEAM CONNECTIONS SHALL BE DESIGNED AND DETAILED

FOR SERVICE LOAD REACTIONS IN KIPS (k) INDICATED ON PLANS

WITH THE MINIMUM NUMBER OF BOLTS LISTED BELOW. FOR

REACTIONS NOT INDICATED ON THE PLANS, PROVIDE A SHEAR

CONNECTION WITH THE MINIMUM CAPACITY AND MINIMUM

NUMBER OF BOLTS LISTED BELOW. THE MINIMUM NUMBER OF

BOLTS LISTED BELOW FOR THE CORRESPONDING BEAM SIZES

SHALL BE APPLICABLE TO ALL FRAMING CONDITIONS UNLESS

OFFSET ELEVATION REQUIREMENTS NECESSITATE MODIFIED

CONNECTION DETAILS.

NOMINAL BEAM MINIMUM NUMBER MINIMUM CONNECTION

SIZE OF BOLTS CAPACITY

a. W8, W10, C10 2 BOLTS 9 KIPS

b. W12, W14, C12 3 BOLTS 18 KIPS

3. ALL BOLTED CONNECTIONS SHALL BE DESIGNED AS SNUG-TIGHT

BEARING CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR

PLANE, UNLESS NOTED OTHERWISE.

4. 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 SHALL 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 SHALL 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.

2. PROVIDE BRACING MEMBERS WITH A MINIMUM CONNECTION

CAPACITY OF 10 KIPS SERVICE OR AS NOTED ON DRAWINGS.

F. STEEL LINTELS

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

FOLLOWING UNLESS NOTED OTHERWISE, ONE ANGLE PER 4"

WYTHE OF MASONRY WITH 4” MINIMUM BEARING EACH END:

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"

2. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR

OPENING SIZES AND LOCATIONS.

3. ALL EXTERIOR STEEL 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.

G. EQUIPMENT SUPPORT FRAMING

1. PROVIDE ADDITIONAL FRAMING NOT SHOWN ON THE DRAWINGS

AS REQUIRED FOR EQUIPMENT SUPPORT.

2. COORDINATE ALL FRAMING DIMENSIONS AT ROOFTOP UNITS FOR

ACTUAL UNITS PROVIDED.

3. UNDER NO CIRCUMSTANCES MAY HANGERS BE ATTACHED TO

ROOF DECKS. HANGERS SHALL BE ATTACHED DIRECTLY TO THE

STEEL ROOF BEAMS OR MISCELLANEOUS FRAMING ATTACHED

TO THE ROOF BEAMS SHALL BE PROVIDED.

7.2 STEEL JOISTS

A. GENERAL

1. ALL STEEL JOISTS SHALL 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. DESIGN STEEL JOISTS AND BRIDGING FOR A NET WIND UPLIFT

EQUAL TO THE FOLLWIING:

a. ZONE 1 (AT TYPICAL ROOF AREAS): 10 PSF

b. ZONE 2 (AT ROOF EDGES, HIPS, VALLEYS, & RIDGE

WITHIN DIMENSION 4 FEET FROM EDGE): 10 PSF

c. ZONE 3 (AT ROOF EDGE/RIDGE CORNERS WITHIN

DIMENSION 4 FEET FROM CORNER): 10 PSF

7. STEEL JOISTS WITH EXTENDED ENDS SHALL BE DESIGNED BY

CONTRACTOR FOR LOADS AS SHOWN ON DRAWINGS. IF LOADS

ARE NOT INDICATED, THE STEEL JOIST EXTENDED ENDS SHALL

BE DESIGNED TO SUPPORT THE UNIFORM LOAD INDICATED IN THE

JOIST LOAD TABLES FOR THE SPAN OF THE JOIST.

8. STEEL JOISTS DESIGNATED SP SHALL BE DESIGNED BY SUPPLIER

FOR LOADS SHOWN ON DRAWINGS.

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

AS THE CONNECTED PARTS.

10. FOR K, LH, DLH, & SLH SERIES JOISTS, THE SHEAR CAPACITY

SHALL BE DESIGNED BASED ON THE SHEAR DIAGRAMS

RESULTING FROM THE ALLOWABLE UNIFORM LOAD CAPACITY OF

THE JOIST WITH A MINIMUM DESIGN SHEAR CAPACITY EQUAL TO

OR GREATER THAN 25% OF THE MAXIMUM END DESIGN SHEAR

CAPACITY, TYPICAL UNO.

B. STEEL K JOISTS

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

MASONRY OR CONCRETE WALLS. EACH JOIST UNLESS

OTHERWISE SHOWN ON PLANS SHALL BE FIELD WELDED TO AN

EMBEDDED PLATE WITH TWO 1" LONG 1/8" FILLET WELDS.

2. 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.

7.3 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" DEEP (WIDE RIB) ROOF DECK, AS INDICATED ON PLAN,

SHALL HAVE THE FOLLOWING PROPERTIES:

a. 20 GAUGE, IP=0.201 IN 4̂/FT, SP=0.234 IN 3̂/FT, In=0.222 IN^4/FT, Sn=0.247 IN^3/FT, AND FY=33 KSI.

2. ROOF DECK SHALL BE GALVANIZED AND PAINTED.

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 PERPENDICULAR TO FLUTES: 36/7

b. SIDELAP FASTENERS: 8 PER SPAN

c. WELD SPACING PARALLEL TO FLUTES: AT 6” ON CENTER

STRUCTURAL SPECIAL INSPECTION NOTES

PART 1 - GENERAL

1.1 REQUIREMENTS

A. PERFORM SPECIAL INSPECTIONS SPECIFIED IN THIS SECTION AND IN

ACCORDANCE WITH IBC 2009.

1.2 DEFINITIONS

A. CONTINUOUS SPECIAL INSPECTION: CONTINUOUS SPECIAL

INSPECTION IS THE FULL TIME OBSERVATION OF THE WORK BY THE

SPECIAL INSPECTOR PRESENT IN THE WORK AREA WHENEVER WORK

IS BEING PERFORMED. PERFORM CONTINUOUS SPECIAL INSPECTION

WHERE SPECIFIED FOR ITEMS AS INDICATED PER THIS SECTION AND

CHAPTER 17 OF IBC 2009.

B. PERIODIC SPECIAL INSPECTION: PERIODIC SPECIAL INSPECTION IS THE

INTERMITTENT OBSERVATION OF THE WORK BY A SPECIAL INSPECTOR

PRESENT IN THE WORK AREA WHILE WORK IS BEING PERFORMED.

THE INTERMITTENT OBSERVATION PERIODS SHALL BE: AT TIMES OF

SIGNIFICANT WORK; RECURRENT OVER THE COMPLETE WORK

PERIOD; AND TOTAL AT LEAST 25 PERCENT OF THE TOTAL WORK TIME.

PERFORM PERIODIC SPECIAL INSPECTION WHERE SPECIFIED FOR

ITEMS AS INDICATED PER THIS SECTION AND CHAPTER 17 OF IBC 2009.

1.3 INFORMATIONAL SUBMITTALS

A. CONTRACTOR'S STATEMENT OF RESPONSIBILITY: WHEN REQUIRED

BY AUTHORITIES HAVING JURISDICTION, SUBMIT COPY OF WRITTEN

STATEMENT OF RESPONSIBILITY SENT TO AUTHORITIES HAVING

JURISDICTION BEFORE STARTING WORK ON THE FOLLOWING

SYSTEMS:

1. SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC

SYSTEM, OR COMPONENT NOTED IN THE DRAWINGS AND/OR

SPECIFICATIONS.

2. MAIN WIND-FORCE-RESISTING SYSTEM OR A WIND-RESISTING

COMPONENT NOTED IN THE DRAWINGS AND/OR SPECIFICATIONS.

B. TESTING AGENCY QUALIFICATIONS: FOR TESTING AGENCIES

SPECIFIED TO DEMONSTRATE THEIR CAPABILITIES AND EXPERIENCE.

INCLUDE PROOF OF QUALIFICATIONS IN THE FORM OF A RECENT

REPORT ON THE INSPECTION OF THE TESTING AGENCY BY A

RECOGNIZED AUTHORITY.

C. SPECIAL INSPECTOR QUALIFICATIONS: THE SPECIAL INSPECTOR

SHALL PROVIDE WRITTEN DOCUMENTATION TO THE CONTRACTING

OFFICER AND AUTHORITIES HAVING JURISDICTION DEMONSTRATING

THEIR COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING.

1.4 REPORTS AND DOCUMENTS

A. TEST AND INSPECTION REPORTS: PREPARE AND SUBMIT CERTIFIED

WRITTEN REPORTS SPECIFIED IN OTHER SECTIONS. INCLUDE THE

FOLLOWING:

1. DATE OF ISSUE.

2. PROJECT TITLE AND NUMBER.

3. NAME, ADDRESS, AND TELEPHONE NUMBER OF TESTING

AGENCY.

4. DATES AND LOCATIONS OF SAMPLES AND TESTS OR

INSPECTIONS.

5. NAMES OF INDIVIDUALS MAKING TESTS AND INSPECTIONS.

6. DESCRIPTION OF THE WORK AND TEST AND INSPECTION METHOD.

7. IDENTIFICATION OF PRODUCT AND SPECIFICATION SECTION.

8. COMPLETE TEST OR INSPECTION DATA.

9. TEST AND INSPECTION RESULTS AND AN INTERPRETATION OF

TEST RESULTS.

10. RECORD OF TEMPERATURE AND WEATHER CONDITIONS AT TIME

OF SAMPLE TAKING AND TESTING AND INSPECTING.

11. COMMENTS OR PROFESSIONAL OPINION ON WHETHER TESTED

OR INSPECTED WORK COMPLIES WITH THE CONTRACT

DOCUMENT REQUIREMENTS. DISCREPANCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR

FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER AND AUTHORITIES HAVING JURISDICTION

PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.

12. NAME AND SIGNATURE OF LABORATORY INSPECTOR.

13. RECOMMENDATIONS ON RETESTING AND REINSPECTING.

14. CORRECTIONS OF ANY DISCREPANCIES NOTED.

B. MANUFACTURER'S FIELD REPORTS: PREPARE WRITTEN INFORMATION

DOCUMENTING TESTS AND INSPECTIONS SPECIFIED IN OTHER

SECTIONS. INCLUDE THE FOLLOWING:

1. NAME, ADDRESS, AND TELEPHONE NUMBER OF REPRESENTATIVE

MAKING REPORT.

2. STATEMENT ON CONDITION OF SUBSTRATES AND THEIR

ACCEPTABILITY FOR INSTALLATION OF PRODUCT.

3. SUMMARY OF INSTALLATION PROCEDURES BEING FOLLOWED,

WHETHER THEY COMPLY WITH REQUIREMENTS AND, IF NOT,

WHAT CORRECTIVE ACTION WAS TAKEN.

4. RESULTS OF OPERATIONAL AND OTHER TESTS AND A

STATEMENT OF WHETHER OBSERVED PERFORMANCE COMPLIES

WITH REQUIREMENTS.

5. OTHER REQUIRED ITEMS INDICATED IN INDIVIDUAL SPECIFICATION

SECTIONS.

C. PERMITS, LICENSES, AND CERTIFICATES: SUBMIT COPIES OF PERMITS,

LICENSES, CERTIFICATIONS, INSPECTION REPORTS, RELEASES,

JURISDICTIONAL SETTLEMENTS, NOTICES, RECEIPTS FOR FEE

PAYMENTS, JUDGMENTS, CORRESPONDENCE, RECORDS, AND SIMILAR

DOCUMENTS, ESTABLISHED FOR COMPLIANCE WITH STANDARDS AND

REGULATIONS BEARING ON PERFORMANCE OF THE WORK.

1.5 SPECIAL INSPECTOR

A. USE A SPECIAL INSPECTOR TO PERFORM SPECIAL INSPECTIONS

REQUIRED BY THIS SECTION. THE SPECIAL INSPECTOR IS A PERSON

EMPLOYED BY THE CONTRACTOR AND APPROVED BY THE

AUTHORITIES HAVING JURISDICTION AS BEING QUALIFIED BY

KNOWLEDGE AND EXPERIENCE TO PERFORM THE SPECIAL

INSPECTION FO THE CATEGORY OF WORK BEING CONSTRUCTED.

SPECIAL INSPECTORS SHALL PERFORM THEIR DUTIES INDEPENDENT

FROM THE CONSTRUCTION QUALITY CONTROL STAFF EMPLOYED BY

THE CONTRACTOR. MORE THAN ONE SPECIAL INSPECTOR MAY BE

REQUIRED TO PROVIDE THE VARIED KNOWLEDGE AND EXPERIENCE

NECESSARY TO ADEQUATELY INSPECT ALL OF THE CATEGORIES OF

WORK REQUIRING SPECIAL INSPECTION.

1.6 SPECIAL TESTS AND INSPECTIONS

A. SPECIAL TESTS AND INSPECTIONS: ENGAGE A QUALIFIED TESTING

AGENCY AND SPECIAL INSPECTOR TO CONDUCT SPECIAL TESTS AND

INSPECTIONS REQUIRED, AS INDICATED IN THIS SECTION.

B. SPECIAL TESTS AND INSPECTIONS: CONDUCTED BY A QUALIFIED

TESTING AGENCY AND SPECIAL INSPECTOR AS INDICATED IN

INDIVIDUAL SPECIFICATION SECTIONS, AS INDICATED IN THIS SECTION,

AND AS FOLLOWS:

1. VERIFYING THAT MANUFACTURER MAINTAINS DETAILED

FABRICATION AND QUALITY-CONTROL PROCEDURES AND

REVIEWS THE COMPLETENESS AND ADEQUACY OF THOSE

PROCEDURES TO PERFORM THE WORK.

2. NOTIFYING CONTRACTING OFFICER, CONSTRUCTION MANAGER,

AND CONTRACTOR PROMPTLY OF IRREGULARITIES AND

DEFICIENCIES OBSERVED IN THE WORK DURING PERFORMANCE

OF ITS SERVICES.

3. SUBMITTING A CERTIFIED WRITTEN REPORT OF EACH TEST,

INSPECTION, AND SIMILAR QUALITY-CONTROL SERVICE TO

CONTRACTING OFFICER, WITH COPY TO CONTRACTOR AND TO

AUTHORITIES HAVING JURISDICTION.

4. SUBMITTING A FINAL REPORT OF SPECIAL TESTS AND

INSPECTIONS AT SUBSTANTIAL COMPLETION, WHICH INCLUDES A

LIST OF UNRESOLVED DEFICIENCIES.

5. INTERPRETING TESTS AND INSPECTIONS AND STATING IN EACH

REPORT WHETHER TESTED AND INSPECTED WORK COMPLIES

WITH OR DEVIATES FROM THE CONTRACT DOCUMENTS.

6. RETESTING AND REINSPECTING CORRECTED WORK.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 PERFORMANCE OF INSPECTIONS

PERFORM SPECIAL INSPECTIONS FOR THE FOLLOWING WHERE

DESIGNATED ON THE DRAWINGS:

A. SOILS

1. PERIODICALLY VERIFY MATERIALS BELOW SHALLOW FOOTINGS

ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

2. PERIODICALLY VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

3. PERIODICALLY PERFORM CLASSIFICATIONS AND TESTING OF

COMPACTED FILL MATERIALS.

4. CONTINUOUSLY VERIFY USE OF PROPER MATERIALS, DENSITIES,

AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION

OF COMPACTED FILL.

5. PERIODICALLY OBSERVE, PRIOR TO PLACEMENT OF COMPACTED

FILL, SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY.

B. CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

1. CONTINUOUSLY OBSERVE DRILLING OPERATIONS AND MAINTAIN

COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT.

2. CONTINUOUSLY VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS

(IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IF

APPLICABLE) AND ADEQUATE END BEARING STRATA CAPACITY.

RECORD CONCRETE OR GROUT VOLUMES.

C. CONCRETE CONSTRUCTION

1. PERIODICALLY INSPECT REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS (IF APPLICABLE), AND PLACEMENT

2. CONTINUOUSLY INSPECT BOLTS TO BE INSTALLED IN CONCRETE

PRIOR TO AND DURING PLACEMENT OF CONCRETE.

3. PERIODICALLY INSPECT ANCHORS INSTALLED IN HARDENED

CONCRETE.

4. PERIODICALLY VERIFY USE OF REQUIRED DESIGN MIX

5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TEST, CONTINUOUSLY PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

6. CONTINUOUSLY INSPECT CONCRETE AND SHOTCRETE (IF

APPLICABLE) PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

7. PERIODICALLY INSPECT MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

8. (IF APPLICABLE) CONTINUOUSLY INSPECT PRESTRESSED

CONCRETE FOR THE APPLICATION OF PRESTRESSING FORCES

AND GROUTING OF BONDED PRESTRESSING TENDONS IN THE

SEISMIC FORCE RESISTING SYSTEM.

9. (IF APPLICABLE) PERIODICALLY INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS.

10. (IF APPLICABLE) PERIODICALLY VERIFY IN-SITU CONCRETE

STRENGTHS, PRIOR TO STRESSING OF TENDONS IN

POSTTENSIONED CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.

11. PERIODICALLY INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBERS BEING FORMED.

12. PERIODICALLY INSPECT POST INSTALLED ANCHOR TYPES,

DIMENSIONS, HOLE DIMENSIONS, HOLE CLEANING PROCEDURES,

ANCHOR SPACING, EDGE DISTANCE, ANCHOR EMBEDMENT, AND

TIGHTENING/TORQUE.

13. CONTINUOUSLY INSPECT POST INSTALLED ANCHORS THAT

RESIST SUSTAINED TENSION LOADS.

D. MASONRY CONSTRUCTION-LEVEL 1 INSPECTION

1. PERIODICALLY VERIFY COMPLIANCE WITH REQUIRED INSPECTION

PROVISIONS OF THE CONSTRUCTION DOCUMENT AND THE

APPROVED SUBMITTALS.

2. PERIODICALLY VERIFY MASONRY NET AREA COMPRESSIVE

STRENGTH (f’m) PRIOR TO CONSTRUCTION.

3. CONTINUOUSLY VERIFY SLUMP FLOW AND VSI AS DELIVERED TO

THE SITE FOR SELF-CONSOLIDATING GROUT.

4. PERIODICALLY INSPECT PROPORTIONS OF SITE PREPARED

MORTAR, CONSTRUCTION OF MORTAR JOINTS, LOCATION OF

REINFORCEMENT, CONNECTORS, PRESTRESSING TENDONS &

ANCHORAGES (IF APPLICABLE), PRESTRESSING TECHNIQUES (IF

APPLICABLE), AND GRADE & SIZE OF PRESTRESSING TENDONS &

ANCHORAGES (IF APPLICABLE).

5. PERIODICALLY INSPECT SIZE & LOCATION OF STRUCTURAL

ELEMENT AND, TYPE SIZE & LOCATION OF ANCHORS INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS & FRAMES OR OTHER CONSTRUCTION.

6. PERIODICALLY INSPECT SPECIFIED SIZE, GRADE & TYPE OF

REINFORCEMENT, ANCHOR BOLTS, AND PRESTRESSING

TENDONS & ANCHORAGES (IF APPLICABLE).

7. CONTINUOUSLY INSPECT WELDING OF REINFORCING BARS.

8. PERIODICALLY INSPECT PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40 DEGREES F.) OR HOT WEATHER

(TEMPERATURES ABOVE 90 DEGREES F.).

9. (IF APPLICABLE) CONTINUOUSLY INSPECT THE APPLICATION OF

MEASUREMENT OF PRESTRESSING FORCE.

10. PERIODICALLY INSPECT, PRIOR TO GROUTING, IF GROUT SPACE IS

CLEAN, PLACEMENT OF REINFORCEMENT & CONNECTORS AND

PRESTRESSING TENDONS & ANCHORAGES (IF APPLICABLE),

PROPORTIONS OF SITE PREPARED GROUT & PRESTRESSING

GROUT FOR BONDED TENDONS (IF APPLICABLE), AND

CONSTRUCTION OF MORTAR JOINTS.

11. CONTINUOUSLY INSPECT GROUT PLACEMENT TO ENSURE

COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT

PROVISIONS.

12. PERIODICALLY VERIFY THE PREPARATIONS OF ANY REQUIRED

GROUT SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS.

E. STEEL CONSTRUCTION

1. PERIODICALLY VERIFY HIGH STRENGTH BOLTS, NUTS & WASHERS

IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS

SPECIFIED IN THE CONSTRUCTION DOCUMENTS AND THE

MANUFACTURER’S CERTIFICATE OF COMPLIANCE.

2. PERIODICALLY INSPECT HIGH STRENGTH BOLTING OF SNUG-

TIGHT JOINT CONNECTIONS.

3. PERIODICALLY INSPECT HIGH STRENGTH BOLTING OF

PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT

WITH MATCHMARKING, TWIST-OFF BOLT, OR DIRECT TENSION

INDICATOR METHODS OF INSTALLATION.

4. CONTINUOUSLY INSPECT HIGH STRENGTH BOLTING OF

PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT

WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS

OF INSTALLATION.

5. PERIODICALLY VERIFY STRUCTURAL STEEL AND COLD-FORMED

STEEL DECK MATERIALS. FOR STRUCTURAL STEEL VERIFY

IDENTIFICATION MARKINGS CONFORM TO AISC 360. FOR OTHER

STEEL, VERIFY IDENTIFICATION MARKINGS CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS. VERIFY MANUFACTURER’S CERTIFIED TEST

REPORTS.

6. PERIODICALLY VERIFY WELD FILLER MATERIALS IDENTIFICATION

MARKINGS TO CONFORM TO AWS SPECIFICATIONS IN THE

APPROVED CONSTRUCTION DOCUMENTS AND THE

MANUFACTURER’S CERTIFICATION OF COMPLIANCE.

7. CONTINUOUSLY INSPECT WELDING OF STRUCTURAL STEEL AND

COLD-FORMED STEEL DECK FOR COMPLETE & PARTIAL JOINT

PENETRATION GROOVE WELDS, MULTIPASS FILLET WELDS,

SINGLE PASS FILLET WELDS GREATER THAN 5/16”, PLUG WELDS,

AND SLOT WELDS.

8. PERIODICALLY INSPECT WELDING OF STRUCTURAL STEEL AND

COLD-FORMED STEEL DECK FOR SINGLE PASS FILLET WELDS

EQUAL TO AND LESS THAN 5/16”, AND FLOOR & ROOF DECK

WELDS.

9. PERIODICALLY VERIFY WELDABILITY OF REINFORCING STEEL

OTHER THAN ASTM A706.

10. CONTINUOUSLY INSPECT WELDING OF REINFORCING STEEL

RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND

SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF

SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR

REINFORCEMENT.

11. CONTINUOUSLY INSPECT WELDING OF REINFORCING STEEL

SHEAR REINFORCEMENT.

12. PERIODICALLY INSPECT WELDING ALL OTHER REINFORCING

STEEL.

13. PERIODICALLY INSPECT, FOR COMPLIANCE WITH APPROVED

CONSTRUCTION DOCUMENTS, STEEL FRAME JOINT DETAILS,

STEEL BRACING AND STIFFENING DETAILS, STEEL MEMBER

LOCATIONS, AND APPLICATION OF JOINT DETAILS AT EACH

CONNECTION.

14. WHILE THE WORK IS IN PROGRESS, PERIODICALLY INSPECT AND

DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS,

WASHERS, AND PAINT; BOLTED PARTS AND INSTALLATION AND

TIGHTENING IN SUCH STANDARDS ARE MET. FOR BOLTS

REQUIRING PRETENSIONING, OBSERVE THE PREINSTALLATION

TESTING AND CALIBRATION PROCEDURES WHEN SUCH

PROCEDURES ARE REQUIRED BY THE INSTALLATION METHOD OR

BY THE PROJECT PLANS OR SPECIFICATIONS; DETERMINE THAT

ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN

TOGETHER AND PROPERLY SNUGGED AND MONITOR THE

INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED

PROCEDURE FOR INSTALLATION IS PROPERLY USED TO TIGHTEN

BOLTS. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE

SNUG TIGHT CONDITION, VERIFY THAT THE CONNECTED

MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY

SNUGGED.

F. FABRICATION

1. PERIODICALLY VERIFY THAT THE FABRICATOR MAINTAINS

DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES

THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE

WORKMANSHIP AND THE FABRICATOR’S ABILITY TO CONFORM

TO APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED

STANDARDS. REVIEW THE PROCEDURES FOR COMPLETENESS

AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS FOR

THE FABRICATOR’S SCOPE OF WORK.

2. INSPECTION OF FABRICATORS, IN NOTE 1 ABOVE, SHALL NOT BE

REQUIRED WHERE THE FABRICATOR’S WORK IS DONE ON THE

PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO

PERFORM SUCH WORK WITHOUT SPECIAL INSPECTIONS.

APPROVAL SHALL BE BASED UPON REVIEW OF THE

FABRICATORS WRITTEN PROCEDURAL AND QUALITY CONTROL

MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES

BY AN APPROVED SPECIAL INSPECTION AGENCY. AT

COMPLETION OF FABRICATION, THE APPROVED FABRICATOR

SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE

CONTRACTING OFFICER STATING THAT THE WORK WAS

PERFORMED IN ACCORDANCE WITH THE APPROVED

CONSTRUCTION DOCUMENTS.

3.2 TEST AND INSPECTION LOG

A. TEST AND INSPECTION LOG: PREPARE A RECORD OF TESTS AND

INSPECTIONS. INCLUDE THE FOLLOWING:

1. DATE TEST OR INSPECTION WAS CONDUCTED.

2. DESCRIPTION OF THE WORK TESTED OR INSPECTED.

3. DATE TEST OR INSPECTION RESULTS WERE TRANSMITTED TO

CONTRACTING OFFICER.

4. IDENTIFICATION OF TESTING AGENCY OR SPECIAL INSPECTOR

CONDUCTING TEST OR INSPECTION.

B. MAINTAIN LOG AT PROJECT SITE. POST CHANGES AND REVISIONS AS

THEY OCCUR. PROVIDE ACCESS TO TEST AND INSPECTION LOG FOR

CONTRACTING OFFICERS’S REFERENCE DURING NORMAL WORKING

HOURS.

3.3 REPAIR AND PROTECTION

A. GENERAL: ON COMPLETION OF TESTING, INSPECTING, SAMPLE

TAKING, AND SIMILAR SERVICES, REPAIR DAMAGED CONSTRUCTION

AND RESTORE SUBSTRATES AND FINISHES.

1. PROVIDE MATERIALS AND COMPLY WITH INSTALLATION

REQUIREMENTS SPECIFIED IN OTHER SPECIFICATION SECTIONS

OR MATCHING EXISTING SUBSTRATES AND FINISHES. RESTORE

PATCHED AREAS AND EXTEND RESTORATION INTO ADJOINING

AREAS WITH DURABLE SEAMS THAT ARE AS INVISIBLE AS

POSSIBLE. COMPLY WITH THE CONTRACT DOCUMENT

REQUIREMENTS FOR CUTTING AND PATCHING.

B. PROTECT CONSTRUCTION EXPOSED BY OR FOR QUALITY-CONTROL

SERVICE ACTIVITIES.

C. REPAIR AND PROTECTION ARE CONTRACTOR'S RESPONSIBILITY,

REGARDLESS OF THE ASSIGNMENT OF RESPONSIBILITY FOR QUALITY-

CONTROL SERVICES.