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5.3 WELDING
<br />5.3.1 ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL
<br />WELDING CODE," AWS D1.1, AWS D1.4 AND AWS D1.8 AS APPROPRIATE.
<br />5.3.2 ALL WELDING SHALL BE BY CERTIFIED WELDERS; USE 70 KSI LOW
<br />HYDROGEN FILLER METAL, AND SHALL BE PROTECTED PER AWS D1.1
<br />UNTIL USE. FOR ALL FULL PENETRATION WELDS, FILLER METAL SHALL
<br />BE NOTCH TOUGH TO MEET CHARPY V-NOTCH OF 20 FOOT-POUND AT
<br />-20°F.
<br />5.3.3 NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT
<br />WHERE SHOWN. ALL WELDING OF REINFORCEMENT
<br />SHALL BE PER ANSI(AWS D1.4. THE FOLLOWING FILLER
<br />METAL SHALL BE USED WHEN WELDING REINFORCEMENT:
<br />A. FOR WELDING OF ASTM A706 GR 60 REBAR, 80 KSI FILLER METAL,
<br />B. FOR WELDING OF ASTM A615 GR 60 REBAR, NOT PERMITTED.
<br />C. FOR WELDING OF ASTM A615 GR 40 REBAR, NOT PERMITTED.
<br />5.3.4 ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME
<br />INSPECTED AND TESTED BY NON-DESTRUCTIVE PROCEDURES.
<br />RESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THE
<br />STRUCTURAL ENGINEER.
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<br />5.4.1 FOR ALL WELDING OF REINFORCING STEEL, NON PREQUALIFIED
<br />WELDS AND ALL WELDING OF COMPONENTS WHICH ARE PART OF THE
<br />SEISMIC FORCE RESISTING SYSTEM, CONTRACTOR SHALL SUBMIT A
<br />WELDING PROCEDURE SPECIFICATION (WPS) TO ENGINEER FOR
<br />APPROVAL. PRIOR TO WELDING, EACH WPS SHALL INCLUDE ALL
<br />NECESSARY INFORMATION REQUIRED BY AWS D1.1, AWS D1.4 AND
<br />AWS D1.8 AND AS FOLLOWS:
<br />A. APPLICABLE BASE METAL TYPES AND THICKNESSES,
<br />B. SKETCH OF JOINT INDICATING APPLICABLE DIMENSIONS.
<br />INDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED TO
<br />IDENTIFY THE SEQUENCE. THE SKETCH SHALL IDENTIFY THE
<br />MAXIMUM THICKNESS AND BEAD WIDTH. IN NO CASE SHALL THE
<br />LAYER THICKNESS EXCEED 1/4" NOR THE BEAD WIDTH EXCEED
<br />5/8.11
<br />C. PREHEAT REQUIREMENTS.
<br />D. ELECTRICAL CHARACTERISTICS (I.E., CURRENT, VOLTAGE, TRAVEL
<br />SPEED, ETC.),
<br />E. ELECTRODE REQUIREMENTS SHALL MEET THE REQUIREMENTS OF
<br />AWS A5.1, AWS A5.5, AWS A5.17, AWS A5,23, AWS A5.18, AWS A5.20,
<br />AWS A5.28, AND AWS A5.29, AS APPLICABLE FOR WELDING METHOD
<br />USED.
<br />5.6 STEEL JOISTS AND JOIST GIRDERS
<br />5,6.1 DESIGN LOADS SHALL BE AS STATED IN SECTION 1,5 PLUS ANY
<br />SPECIAL LOADS INDICATED ON THE DRAWINGS. UNLESS OTHERWISE
<br />NOTED, MINIMUM DESIGN LOADS SHALL INCLUDE:
<br />A. WHERE PRIMARY ROOF MEMBERS ARE EXPOSED TO A WORK
<br />FLOOR A SINGLE NON -CONCURRENT CONCENTRATED LIVE LOAD
<br />OF 2000 LBS SHALL BE LOCATED AT AT ANY PANEL POINT ALONG
<br />THE TRUSS BOTTOM CHORD.
<br />B. AT ROOF JOISTS AND JOIST GIRDERS, A MINIMUM NET UPLIFT
<br />LOAD OF 12 PSF.
<br />5.6.2 STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED PER
<br />THE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR STEEL
<br />JOISTS AND JOIST GIRDERS PUBLISHED BY THE STEEL JOIST
<br />INSTITUTE.
<br />5.6.3 ALL STEEL JOISTS AND JOISTS GIRDERS SHALL BE MANUFACTURED
<br />BY A FABRICATOR CURRENTLY APPROVED BY ICC (INTERNATIONAL
<br />CODE COUNCIL). MANUFACTURER SHALL BE A MEMBER OF SJI, AND
<br />ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE SJI APPROVED.
<br />5.6.4 THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND
<br />CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN
<br />THE STATE OF THE PROJECT.
<br />5.6.5 IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER, THE
<br />GENERAL CONTRACTOR, AND THE ERECTOR TO MANUFACTURE AND
<br />INSTALL ALL STEEL JOISTS AND JOIST GIRDERS IN CONFORMANCE
<br />WITH THE MOST CURRENT OSHA RULES (OSHA 29 CFR PART 1926.757),
<br />5.6.6 PRE-ENGINEERED FLOOR JOISTS THAT EXCEED 25 FEET SHALL BE
<br />CAMBERED BY 75% OF DEAD LOAD DEFLECTION.
<br />5.6.7 LIMIT LIVE LOAD AND/OR SNOW LOAD DEFLECTION TO 1_1360 FOR
<br />FLOOR FRAMING MEMBERS AND L/240 FOR ROOF FRAMING MEMBERS,
<br />5.6.8 THE JOIST MANUFACTURER SHALL DESIGN THE JOISTS FOR UNIFORM
<br />LOADS INDICATED ON THE STRUCTURAL DRAWINGS AS WELL AS ALL
<br />SPECIAL LOADS NOTED ON THE STRUCTURAL PLANS AND DETAILS.
<br />SPECIAL LOADS SHALL INCLUDE POINT LOADS FOR SUPPORT OF
<br />SECONDARY FRAMING, OVERFRAMING AND SUPPORTED EQUIPMENT
<br />(MECHANICAL UNITS, SUSPENDED EQUIPMENT, ETC.).
<br />5.6.9 THE JOIST MANUFACTURER SHALL COORDINATE JOIST BRIDGING AT
<br />EXPOSED LOCATIONS FOR ARCHITECTURAL APPEARANCE. BRIDGING
<br />LOCATIONS SHALL ALSO BE COORDINATED TO AVOID CONFLICTS WITH
<br />MECHANICAL DUCTWORK, SKYLIGHTS AND OTHER BUILDING
<br />SYSTEMS.
<br />5.7 STEEL DECKING
<br />5.7.1 ALL STEEL DECKING SHALL BE FORMED FROM STEEL SHEETS
<br />CONFORMING TO ASTM A-653, Fy A 38 KSI, AS A MINIMUM. THE
<br />GALVANIZED COATING SHALL CONFORM TO ASTM A-653, G-60 OR G-90
<br />SPECIFICATIONS AS APPLICABLE.
<br />5.7.2 ALL STEEL DECKING SHALL BE PLACED ON SUPPORTING FRAMEWORK
<br />WITH A MINIMUM END LAP OF TWO INCHES CENTERED OVER
<br />SUPPORTS. THE DECK SHALL BE ATTACHED TO SUPPORTS AND
<br />FASTENED AT SIDE LAPS PER THE DIAPHRAGM SCHEDULE.
<br />5.7.3 DECKING SHALL BE AS MANUFACTURED BYASC PROFILES, INC, OR
<br />EQUIVALENT. ALTERNATE MANUFACTURERS SHALL BE PERMITTED
<br />PROVIDED THE DECK MEETS OR EXCEEDS THE SECTION PROPERTIES
<br />OF THE SPECIFIED DECK AND THE ALLOWABLE SHEAR CAPACITY
<br />SPECIFIED IN THE DECK ATTACHMENT SCHEDULE.
<br />5.7.4 IF CONCRETE TOPPING IS SPECIFIED, DECKING SHALL BE DEFORMED
<br />OR EMBOSSED TO PROVIDE A MECHANICAL BOND WITH THE
<br />CONCRETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO
<br />PROVIDE DECKING SHORING WHERE REQUIRED BY THE
<br />MANUFACTURER.
<br />5.7.5 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE WITH
<br />ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ANY SPECIAL
<br />REQUIREMENTS.
<br />5.7.6 CONTRACTOR SHALL INSTALL DECKING AS REQUIRED TO PREVENT
<br />MARRING/DAMAGING DECKING AT LOCATIONS EXPOSED TO VIEW
<br />FROM BELOW.
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<br />TACONIA SEATTLE SPOKANE TRI-CITIES
<br />2215 North 30th Street, Suite 300 Tacoma, DNA 98403
<br />253.383.2422 TEL 253,383.2572 f;A wnwi.ahbl.com WEB
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