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TELECOMMUNICATIONS PROJECT MANAGEMENT
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<br />SHEET TITLE:
<br />ISSUE STATUS
<br />DATEREV.DESCRIPTION BY
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<br />A-0.4
<br />PROPRIETARY INFORMATION
<br />THE INFORMATION CONTAINED IN THIS SET OF DRAWINGS
<br />IS PROPRIETARY TO VERIZON WIRELESS
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<br />Ren. 4-30-27
<br />No. C 11978
<br />LICENSED A RCHITECT
<br />STATE OF CALIFORNIA
<br />WILLIAM M. BOOTH
<br />STRUCTURAL CONCRETE &
<br />MASONRY SPECIFICATIONS
<br />STRUCTURAL CONCRETE SPECIFICATIONS
<br />1.MINIMUM COMPRESSIVE STRENGTH OF MASONRY, F'm, SHALL BE
<br />1500 PSI AT 28 DAYS. COMPLIANCE SHALL BE VERIFIED PER
<br />CBC SECTION 2105.3.3. SPECIAL INSPECTION REQUIRED.
<br />2.MASONRY UNITS: ASTM C90, GRADE N, TYPE 1, MEDIUM WEIGHT
<br />HOLLOW, LOAD BEARING UNITS.
<br />MINIMUM COMPRESSIVE STRENGTH: 1900 PSI.
<br />3.MORTAR: TYPE "S" CONFORM TO ASTM C270, GRADE N, TYPE 1
<br />MINIMUM COMPRESSIVE STRENGTH: 1900 PSI.
<br />4.GROUT: CONFORM TO ASTM C476
<br />MINIMUM COMPRESSIVE STRENGTH: 2000 PSI
<br />5.REINFORCING STEEL:
<br />LOCATION TYPE
<br />REINFORCING TO BE WELDED ASTM A706, GRADE 60
<br />ALL OTHER REINFORCING ASTM A615, GRADE 60
<br />JOINT REINFORCING ASTM A951
<br />6.REINFORCING BAR LAP: 48 BAR DIAMETERS OR AS SPECIFICALLY NOTED ON
<br />DRAWINGS. WHERE MULTIPLE BARS ARE INSTALLED IN CELL OR COURSE,
<br />STAGGER LAPS A MINIMUM OF 2'-0".
<br />7.CENTER VERTICAL REINFORCING IN NON-RETAINING WALLS UNLESS NOTED
<br />OTHERWISE.
<br />8.LAY UNITS IN RUNNING BOND AND MAINTAIN VERTICAL CONTINUITY OF CORES
<br />OR CELL CAVITIES. USE OPEN END UNITS AT LOCATIONS OF VERTICAL
<br />REINFORCING. PLACE HORIZONTAL REINFORCING IN BOND BEAM UNITS OR
<br />STANDARD LINTEL UNITS.
<br />9.FILL ALL CELLS SOLIDLY WITH GROUT. CLEAN CELLS AND BOND BEAMS OF
<br />MORTAR PROTRUSIONS AND DEBRIS BEFORE GROUTING.
<br />10. PROVIDE THE FOLLOWING MINIMUM CLEARANCES:
<br /> LOCATION CLEARANCES
<br />BETWEEN REINFORCING AND
<br />INSIDE FACE OF MASONRY UNITS 1/2" CLEAR
<br />BETWEEN PARALLEL BARS 1" CLEAR
<br />EMBEDDED BOLTS 1" CLEAR ALL AROUND
<br />STRUCTURAL MASONRY SPECIFICATIONS
<br />11. VERTICAL REINFORCEMENT IN WALLS, PILASTERS ETC. SHALL BE DOWELED TO THE FOOTING
<br />WITH DOWELS THE SAME SIZE AND SPACING AS THE VERTICAL REINFORCING IN MASONRY,
<br />UNLESS NOTED OTHERWISE.
<br />12.FOR LOW-LIFT GROUTING, LAY UNITS A MAXIMUM OF 2 FEET HIGH BEFORE GROUTING. PLACE
<br />GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS NOT EXCEEDING 2 FEET. COMPLETELY
<br />GROUT THE FULL HEIGHT OF THE WALL SECTION IN ONE DAY WITH NO INTERRUPTIONS GREATER
<br />THAN ONE HOUR.
<br />13.FOR HIGH-LIFT GROUTING, LAY UNITS A MAXIMUM OF 12 FEET HIGH BEFORE GROUTING. PLACE
<br />GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS NOT EXCEEDING 6 FEET. COMPLETELY
<br />GROUT THE FULL HEIGHT OF THE WALL SECTION IN ONE DAY WITH NO INTERRUPTIONS GREATER
<br />THAN ONE HOUR. PROVIDE CLEANOUTS AT EVERY CELL ALONG THE BOTTOM COURSE OF EACH
<br />GROUT LIFT. USE SIKA GROUT AID TYPE II OR E-Z MIX ADMIXTURE IN THE GROUT TO REDUCE
<br />EARLY WATER LOSS AND PRODUCE AN EXPANSIVE ACTION.
<br />14.CONDUITS SHALL NOT BE PLACED IN CELLS UNLESS SPECIFICALLY DETAILED
<br />15. TWO #4 BARS REQUIRED AROUND ALL WALL OPENINGS.
<br />EXTEND 48 BAR DIAMETERS (24" MINIMUM) BEYOND OPENING
<br />16.WALLS SHALL BE LATERALLY BRACED UNTIL CONNECTING DIAPHRAGMS ARE COMPLETE
<br />17. VERTICAL REINFORCEMENT SHALL BE SECURED IN POSITION AT INTERVALS NOT GREATER THAN
<br />200 BAR DIAMETERS.
<br />18.SPECIAL INSPECTION IS REQUIRED FOR ALL MASONRY WORK OTHER THAN FULLY GROUTED
<br />OPEN-END HOLLOW-UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED
<br />PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OR
<br />REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF
<br />CLEAN-OUTS, AND DURING ALL GROUT OPERATIONS
<br />EXCEPTION: FOR HOLLOW-UNIT MASONRY WHERE THE F'C IS NO MORE THAN 1,500 PSI FOR
<br />CONCRETE UNITS OR 2,600 PSI FOR CLAY UNITS, SPECIAL INSPECTION MAY BE PERFORMED AS
<br />REQUIRED FOR FULLY GROUTED OPEN-END HOLLOW-UNIT MASONRY.
<br />FOR FULLY GROUTED OPEN-END HOLLOW-UNIT MASONRY DURING PREPARATION AND TAKING OF
<br />ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE
<br />PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION AND
<br />DURING ALL GROUTING OPERATIONS.
<br />A. GENERAL
<br />1.UNLESS SPECIFICALLY NOTED OTHERWISE OR SPECIFIED IN THESE DRAWINGS,
<br />THE FOLLOWING GENERAL NOTES SHALL APPLY. INFORMATION ON THESE
<br />DRAWINGS SHALL HAVE THE FOLLOWING PRECEDENCE.
<br />A.ALL DIMENSIONS TO TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS,
<br />SECTIONS AND DETAILS.
<br />B.SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE
<br />OVER GENERAL NOTES AND TYPICAL DETAILS.
<br />C.MATERIAL NOTES AND SPECIFICATIONS ON THE DRAWINGS SHALL TAKE
<br />PRECEDENCE OVER THE SPECIFICATIONS.
<br />2.SEE OTHER SHEETS IN THESE DRAWINGS FOR INFORMATION AND DIMENSIONS
<br />NOT SHOWN THAT MAY BE NEEDED FROM OTHER TRADES TO PROPERLY
<br />COMPLETE THE CONCRETE WORK.
<br />3.CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO
<br />DETAILS SHOWN FOR SIMILAR CONDITIONS.
<br />4.THESE DRAWINGS AND ASSOCIATED DETAILS REPRESENT THE FINISHED
<br />STRUCTURE. THEY DO NOT INDICATE THE MEANS OR METHODS OF
<br />CONSTRUCTION UNLESS SPECIFICALLY NOTED OTHERWISE.
<br />5.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO INSTALL ALL
<br />TEMPORARY BRACING AND SHORING TO INSURE THE SAFETY OF THE WORK
<br />UNTIL IT IS IN ITS COMPLETED FORM. THIS INCLUDES UNDERPINNING (E)
<br />FOOTINGS WHERE APPLICABLE.
<br />B.MATERIALS
<br />1.DETAIL, PREPARE, FORM, CURE AND PLACE CONCRETE IN ACCORDANCE WITH ACI 315,
<br />ACI 318-14, CRSI AND ACI DETAILING MANUAL.
<br />2.CHAMFER ALL EXPOSED EDGES 3/4".
<br />3.CONCRETE FOR THIS PROJECT SHALL HAVE THE FOLLOWING MINIMUM ULTIMATE
<br />COMPRESSIVE STRENGTH AT AGE OF 28 DAYS:
<br />CONTRACTOR SHALL PROVIDE CONCRETE TEST CYLINDERS AS REQUIRED FOR
<br />7 DAY AND 28 DAY TESTING. TEST DATA SHALL BE SUBMITTED TO CONSTRUCTION
<br />MANAGER FOR REVIEW AND APPROVAL. SLUMP FOR CAISSON FOUNDATION SHALL BE
<br />FOR DRY SHAFT (NO TEMPORARY CASING). WHERE TEMPORARY CASING IS REQUIRED
<br />REFER TO GEOTECHNICAL REPORT.
<br />4.CONCRETE WITH SPECIFIED STRENGTH REQUIRED TO BE GREATER THAN 2500psi
<br />SHALL BE CONTINUOUSLY INSPECTED DURING PLACEMENT BY A SPECIAL INSPECTOR
<br />EMPLOYED BY A TESTING LABORATORY APPROVED BY THE BUILDING DEPARTMENT.
<br />SEE SHEET A-0.2.
<br />5.REINFORCING BAR GRADES: REINFORCING STEEL SHALL BE CLEAN, PREFORMED
<br />BARS CONFORMING TO ASTM A615 AS FOLLOW:
<br />#4 & LARGER BARS...................... GRADE 60
<br />6.CEMENT:
<br />a.FOOTINGS & SLABS: TYPE II, CONFORMING TO ASTM C-150.
<br />b.PIER & CAISSON FOOTINGS: TYPE II, WITH 6% (+/-.5%) ENTRAINED AIR
<br />CONFORMING TO ASTM C-150.
<br />c.SEE CONCRETE AND SOIL SULFATE CONTENT NOTES ELSEWHERE ON THIS SHEET
<br />7.AGGREGATE USED IN THE CONCRETE SHALL CONFORM TO ASTM C-33. USE
<br />ONLY AGGREGATES KNOWN NOT TO CAUSE EXCESSIVE SHRINKAGE. THE
<br />MAXIMUM SIZE AGGREGATE IN CONCRETE WORK SHALL BE THE FOLLOWING:
<br />A.FOOTINGS, PAD & SLABS 9" THICK OR LESS: 3/4" GRAVEL (MAXIMUM)
<br />B.PIER AND CAISSON FOOTINGS: 1" GRAVEL
<br />8.WATER SHALL BE CLEAN AND FREE FROM DELETERIOUS AMOUNT OF ACIDS,
<br />ALKALIS, ORGANIC MATERIALS AND SHALL BE SUITABLE FOR HUMAN
<br />CONSUMPTION.
<br />9.PREPARATION OF CONCRETE SHALL CONFORM TO ASTM C-94. NO MORE
<br />THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND
<br />CONCRETE PLACEMENT UNLESS APPROVED BY A TESTING AGENCY.
<br />10.CONCRETE SHALL NOT BE FLOPPED THROUGH REINFORCING STEEL (AS IN
<br />WALLS, COLUMNS, CAISSONS, AND DROP CAPITALS) SO AS TO CAUSE
<br />SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES, TRUNKS OR PUMP
<br />HOSE SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT
<br />EXCEED 5 FEET.
<br />11.SPLICES OF REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 30
<br />DIAMETERS OR AS SPECIFICALLY DETAILED ON DRAWINGS AND SECURELY
<br />WIRED TOGETHER. SPLICES OF ADJACENT REINFORCING BARS SHALL BE
<br />STAGGERED WHEREVER POSSIBLE.
<br />12.REINFORCING BAR CLEARANCE: UNLESS SPECIFICALLY NOTED OTHERWISE,
<br />CONCRETE COVERAGE FOR REINFORCING BARS TO FACE OF BAR SHALL BE
<br />AS NOTED BELOW. MINIMUM COVERAGE FOR JOISTS, BEAMS, GIRDERS AND
<br />COLUMNS SHALL BE TO FACE OF STIRRUPS OR TIES.
<br />A.CONCRETE IN CONTACT WITH EARTH, UNFORMED: 3"
<br />B.CONCRETE IN CONTACT WITH EARTH, FORMED: 2"
<br />C.WALL, EXTERIOR FACE: 1-1/2"
<br />D.WALL, INTERIOR FACE: 1"
<br />E.STRUCTURAL SLABS: 3/4"
<br />F.JOISTS: 3/4"
<br />G.BEAMS, GIRDERS AND COLUMNS: 1-1/2"
<br />13.NO SLEEVES OR CHASES SHALL BE PLACED IN BEAMS, SLABS, WALLS AND
<br />COLUMNS, EXCEPT THOSE SHOWN ON THESE DRAWINGS. CONTRACTOR
<br />SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATIONS OF ANY ADDITIONAL
<br />SLEEVES OR CHASES. ALL PLUMBING, ELECTRICAL AND MECHANICAL
<br />OPENINGS SHALL BE IN SLEEVES. CORING IS NOT ALLOWED UNLESS PRIOR
<br />APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER.
<br />14.CONDUIT PLACED IN A CONCRETE SLAB SHALL NOT HAVE AN OUTSIDE
<br />DIAMETER GREATER THAN 1/4 THE THICKNESS OF THE SLAB. CONDUIT SHALL
<br />NOT BE EMBEDDED IN A SLAB THAT IS LESS THAN 3-1/2" THICK, UNLESS SLAB
<br />IS LOCALLY THICKENED. SEE TYPICAL DETAIL. MINIMUM CLEAR DISTANCE
<br />BETWEEN CONDUITS SHALL BE SIX INCHES.
<br />15.ALL ANCHOR BOLTS, REINFORCING STEEL, DOWELS, INSERTS, AND OTHER
<br />EMBEDDED ITEMS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING
<br />CONCRETE. NO REPOSITIONING DURING CONCRETE POUR IS PERMITTED.
<br />16.ALL CONCRETE SHALL BE CONSOLIDATED BY INTERNAL VIBRATION IN
<br />ACCORDANCE WITH A.C.I. STANDARDS 309-72 RECOMMENDED PRACTICE FOR
<br />CONSOLIDATION OF CONCRETE.
<br />17.ALL COLD WEATHER & HOT WEATHER CONCRETE PLACEMENT SHALL BE IN
<br />ACCORDANCE WITH A.C.I. 305 AND 306.
<br />18.SLABS SHALL BE SPRAYED WITH A CURING COMPOUND IMMEDIATELY AFTER
<br />FINISHING. KEEP SLAB WET FOR A (7) DAY PERIOD MINIMUM.
<br />_______________________________________________________________
<br />_______________________________________________________________
<br /> LOCATION STRENGTH WEIGHT SLUMP ADMIXTURE
<br />A.EQUIPMENT ENCLOSURE 4,000psi 150pcf 4"NONE
<br />STRUCTURAL STEEL SPECIFICATIONS
<br />STRUCTURAL WELDING:
<br />1.SEE SHEETS A-0.1 & A-0.2 FOR STANDARD SPECIAL INSPECTION NOTES FOR STEEL FABRICATION AND WELDING.
<br />STRUCTURAL STEEL:
<br />1.DESIGN, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE FOLLOWING:
<br />A."SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
<br />B."AISC CODE OF STANDARD PRACTICE" LATEST EDITION
<br />C.AISC, 15TH EDITION PER ASCE 7
<br />2.ALL FABRICATION SHALL BE DONE BY AN AISC APPROVED FABRICATOR.
<br />3.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
<br />W SHAPES:ASTM A992 GRADE 50
<br />STRUCTURAL STEEL PIPE:ASTM A53 GRADE B.
<br />HOLLOW STRUCTURAL SECTIONS:ASTM A500 GRADE B.
<br />ALL OTHER SHAPES, PLATES AND BARS:ASTM A36
<br />4.ALL WELDING SHALL CONFORM TO AWS D1.1 LATEST EDITION AND SHALL BE PERFORMED BY
<br />CERTIFIED WELDERS QUALIFIED UNDER THE PROCEDURES THEREIN. THE FOLLOWING
<br />SECTIONS SHALL BE GIVEN SPECIAL ATTENTION.
<br />*SECTION 5.3 FOR QUALIFIED WELDER.
<br />*SECTION 4.2 FOR PREHEAT AND INTERPASS TEMPERATURES.
<br />*SECTION 4, PARTS B, C, AND D FOR ARC WELDING TECHNIQUES.
<br />*SECTION 6 AND SECTION 8, PART D FOR INSPECTION.
<br />5.ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXX OR
<br />E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH (CVN) TESTS VALUES
<br />OF A MINIMUM 20 FOOT-POUNDS AT 20 DEGREES FAHRENHEIT ARE TO BE USED AT THE
<br />FOLLOWING LOCATIONS:
<br />COMPLETE JOINT PENETRATION WELDS
<br />6.STEEL CONNECTORS SHALL CONFORM TO THE FOLLOWING:
<br />ANCHOR RODS:ASTM A1554 GRADE 55 UNO.
<br />BOLTS:ASTM A307 UNO.
<br />NUTS:ASTM A563, HEX GRADE A UNO.
<br />HIGH STRENGTH BOLTS:ASTM F3125 OR A325.
<br />NUTS FOR HIGH STRENGTH BOLTS:ASTM A563, HEAVY HEX GRADE C.
<br />WASHERS:ASTM F436.
<br />7.ALL BOLT HOLES SHALL BE AS FOLLOWS:
<br />MEMBER-TO-MEMBER STANDARD DIAMETER UNLESS
<br />APPROVED BY THE STRUCTURAL
<br />ENGINEER
<br />BASE PLATES OR ANCHOR ROD HOLE:
<br />3/4, 7/8"Ø:5/16" OVERSIZE
<br />1", 2"Ø:1/2" OVERSIZE
<br />OVER 2"Ø:1" OVERSIZE
<br />8.INSTALLATION AND TIGHTENING SHALL CONFORM TO THE 1985 AISC "SPECIFICATION FOR
<br />STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."
<br />9.ALL REQUIRED HOT-DIP GALVANIZED STEEL SHALL CONFORM TO THE FOLLOWING
<br />STANDARDS, THOROUGHLY COATED WITH ZINC-RICH PRIMER:
<br />STEEL HARDWARE AND SMALLER ITEMS ASTM A153
<br />ALL OTHER STEEL ASTM A123 & ASTM F2329
<br />REPAIR GALVANIZING AFTER ALL WELDING IN ACCORDANCE WITH ASTM A780
<br />10.PLATFORM DECKING:
<br />McNICHOLS GW-225 BAR GRATING. 2-1/4" DEEP, 12-1/16" WIDE, (11) 3/16" WIDE BARS PER PLANK
<br />STRUCTURAL TESTS AND INSPECTIONS
<br />ITEM SPECIFICATION
<br />STRUCTURAL WELDING:
<br />GENERAL
<br />STRUCTURAL STEEL AWS D1.1
<br />SHEET STEEL AWS D1.3
<br />REINFORCING STEEL AWS D1.4
<br />FULL PENETRATION OR
<br />GROOVE WELDS ULTRASONIC OR RADIOGRAPHIC TESTING
<br />THE FOLLOWING SECTIONS OF AWS D1.1 SHALL BE GIVEN SPECIAL ATTENTION:
<br />*SECTION 5.3 FOR QUALIFIED WELDER.
<br />*SECTION 4.2 FOR PREHEAT AND INTERPASS TEMPERATURES.
<br />*SECTION 4, PARTS B, C, AND D FOR ARC WELDING TECHNIQUES.
<br />*SECTION 6 AND SECTION 8, PART D FOR INSPECTION.
<br />NONDESTRUCTIVE TESTING
<br />1.IN SEISMIC ZONES 3 AND 4, WELDED, FULLY RESTRAINED CONNECTIONS BETWEEN THE PRIMARY MEMBERS OF
<br />ORDINARY MOMENT FRAMES AND SPECIAL MOMENT-RESISTING FRAMES SHALL BE TESTED BY NONDESTRUCTIVE
<br />METHODS FOR COMPLIANCE WITH APPROVED STANDARDS AND JOB SPECIFICATIONS. THIS TESTING SHALL BE A
<br />PART OF THE SPECIAL INSPECTION REQUIREMENTS OF THE CALIFORNIA BUILDING CODE CHAPTER 17. A PROGRAM
<br />FOR THIS TESTING SHALL BE ESTABLISHED BY THE PERSON RESPONSIBLE FOR STRUCTURAL DESIGN AND AS
<br />SHOWN ON PLANS AND SPECIFICATIONS.
<br />2.AS A MINIMUM, THIS PROGRAM SHALL INCLUDE THE FOLLOWING:
<br />ALL COMPLETE PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT
<br />EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY.
<br />EXCEPTIONS:
<br />WHEN APPROVED, THE NONDESTRUCTIVE TESTING RATE FOR AN INDIVIDUAL WELDER OR WELDING OPERATOR MAY
<br />BE REDUCED TO 25 PERCENT, PROVIDED THE REJECT RATE IS DEMONSTRATED TO BE 5 PERCENT OR LESS OF THE
<br />WELDS TESTED FOR THE WELDER OR WELDING OPERATOR. A SAMPLING OF AT LEAST 40 COMPLETED WELDS FOR A
<br />JOB SHALL BE MADE FOR SUCH REDUCTION EVALUATION. REJECT RATE IS DEFINED AS THE NUMBER OF WELDS
<br />CONTAINING REJECTABLE DEFECTS DIVIDED BY THE NUMBER OF WELDS COMPLETED. FOR EVALUATING THE
<br />REJECT RATE OF CONTINUOUS WELDS OVER 3 FEET IN LENGTH WHERE THE EFFECTIVE THROAT THICKNESS IS I
<br />INCH OR LESS, EACH 12-INCH INCREMENT OR FRACTION THEREOF SHALL BE CONSIDERED AS ONE WELD. FOR
<br />EVALUATING THE REJECT RATE ON CONTINUOUS WELDS OVER 3 FEET IN LENGTH WHERE THE EFFECTIVE THROAT
<br />THICKNESS IS GREATER THAN I INCH, EACH 6 INCHES OF LENGTH OR FRACTION THEREOF SHALL BE CONSIDERED
<br />ONE WELD.
<br />3.FOR COMPLETE PENETRATION GROOVE WELDS ON MATERIALS LESS THAN 5/16 INCH THICK, NONDESTRUCTIVE
<br />TESTING IS NOT REQUIRED; FOR THIS WELDING WHEN CONTINUOUS INSPECTION IS REQUIRED. WHEN APPROVED BY
<br />THE BUILDING OFFICIAL AND OUTLINED IN THE PROJECT PLANS AND SPECIFICATIONS, THIS NONDESTRUCTIVE
<br />ULTRASONIC TESTING MAY BE PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR UTILIZING QUALIFIED TEST
<br />TECHNIQUES IN THE EMPLOYMENT OF THE FABRICATOR.
<br />4.PARTIAL PENETRATION GROOVE WELDS WHEN USED IN COLUMN SPLICES SHALL BE TESTED EITHER BY
<br />ULTRASONIC TESTING OR RADIOGRAPHY WHEN REQUIRED BY THE PLANS AND SPECIFICATIONS. FOR PARTIAL
<br />PENETRATION GROOVE WELDS WHEN USED IN COLUMN SPLICES, WITH AN EFFECTIVE THROAT LESS THAN 3/4 INCH
<br />THICK, NONDESTRUCTIVE TESTING IS NOT REQUIRED; FOR THIS WELDING WHEN CONTINUOUS SPECIAL INSPECTION
<br />IS REQUIRED.
<br />5.BASE METAL THICKER THAN 1-1/2 INCHES , WHEN SUBJECTED TO THROUGH-THICKNESS WELD SHRINKAGE STRAINS,
<br />SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT
<br />COMPLETION.
<br />6.ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE DEFECT RATING IN
<br />ACCORDANCE WITH THE (LARGER REFLECTOR) CRITERIA OF APPROVED NATIONAL STANDARDS.
<br />HIGH STRENGTH BOLTING A325SC (TWIST-OFF) PER PLAN:
<br />1.THE INSPECTION OF HIGH-STRENGTH A325 AND A490 BOLTS SHALL BE IN ACCORDANCE WITH THE 1985 AISC
<br />"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."
<br />2.WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS
<br />FOR BOLTS, NUTS, WASHERS AND PAINT; BOLTED PARTS; AND INSTALLATION AND TIGHTENING IN SUCH
<br />STANDARDS ARE MET. SUCH INSPECTIONS MAY BE PERFORMED ON A PERIODIC BASIS. THE SPECIAL
<br />INSPECTOR SHALL OBSERVE THE CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY
<br />THE PLANS OR SPECIFICATIONS AND SHALL MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL
<br />PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND THAT THE SELECTED PROCEDURE IS
<br />PROPERLY USED TO TIGHTEN ALL BOLTS.
<br />3.ALL STRUCTURAL BOLTS SHALL BE TIGHTENED PER THE "TURN-OF-THE-NUT" METHOD DEFINED BY AISC
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