AISC LRFD 1.pdf

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81Chap. MCHAPTER MFABRICATION, ERECTION, AND QUALITY CONTROLThis chapter provides requirements for shop drawings, fabrication, shop painting, erection,and quality control.M1. SHOP DRAWINGSShop drawings giving complete information necessary for the fabrication of thecomponent parts of the structure, including the location, type, and size of all welds,bolts, and rivets, shall be prepared in advance of the actual fabrication. These drawingsshall clearly distinguish between shop and field welds and bolts and shallclearly identify pretensioned and slip-critical high-strength bolted connections.Shop drawings shall be made in conformity with good practice and with due regardto speed and economy in fabrication and erection.M2. FABRICATION1. Cambering, Curving, and StraighteningLocal application of heat or mechanical means is permitted to be used to introduceor correct camber, curvature, and straightness. The temperature of heatedareas, as measured by approved methods, shall not exceed 1,100°F (593°C) forA514/A514M and A852/A852M steel nor 1,200°F (649°C) for other steels.2. Thermal CuttingThermally cut edges shall meet the requirements of AWS 5.15.1.2, 5.15.4.3 and5.15.4.4 with the exception that thermally cut free edges which will be subject tocalculated static tensile stress shall be free of round bottom gouges greater than3 16 -in. (5 mm) deep and sharp V-shaped notches. Gouges greater than 3 16-in. (5 mm)deep and notches shall be removed by grinding or repaired by welding.Re-entrant corners, except re-entrant corners of beam copes and weld access holes,shall meet the requirements of AWS 5.16. If another specified contour is required itmust be shown on the contract documents.Beam copes and weld access holes shall meet the geometrical requirements of SectionJ1.6. For beam copes and weld access holes in ASTM A6/A6M Group 4 and 5shapes and welded built-up shapes with material thickness greater than two in. (50mm), a preheat temperature of not less than 150°F (66°C) shall be applied prior tothermal cutting.3. Planing of EdgesPlaning or finishing of sheared or thermally cut edges of plates or shapes is notLRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
82 FABRICATION [Sect. M2.required unless specifically called for in the design documents or included in a stipulatededge preparation for welding.4. Welded ConstructionThe technique of welding, the workmanship, appearance, and quality of welds andthe methods used in correcting nonconforming work shall be in accordance withAWS D1.1 except as modified in Section J2.5. Bolted ConstructionAll parts of bolted members shall be pinned or bolted and rigidly held together duringassembly. Use of a drift pin in bolt holes during assembly shall not distort themetal or enlarge the holes. Poor matching of holes shall be cause for rejection.If the thickness of the material is not greater than the nominal diameter of the boltplus 1 8-in. (3 mm), the holes are permitted to be punched. If the thickness of thematerial is greater than the nominal diameter of the bolt plus 1 8-in. (3 mm), the holesshall be either drilled or sub-punched and reamed. The die for all sub-punchedholes, and the drill for all sub-drilled holes, shall be at least 1 16-in. (2 mm) smallerthan the nominal diameter of the bolt. Holes in ASTM A514/A514M steel platesover 1 2-in. (13 mm) thick shall be drilled.Fully-inserted finger shims, with a total thickness of not more than 1 4-in. (6 mm)within a joint, are permitted in joints without changing the design strength (basedupon hole type) for the design of connections. The orientation of such shims is independentof the direction of application of the load.The use of high-strength bolts shall conform to the requirements of the RCSC Loadand Resistance Factor Design Specification for Structural Joints Using ASTMA325 or A490 Bolts.6. Compression JointsCompression joints which depend on contact bearing as part of the splice strengthshall have the bearing surfaces of individual fabricated pieces prepared by milling,sawing, or other suitable means.7. Dimensional TolerancesDimensional tolerances shall be in accordance with the AISC Code of StandardPractice.8. Finish of Column BasesColumn bases and base plates shall be finished in accordance with the followingrequirements:(1) Steel bearing plates two in. (50 mm) or less in thickness are permitted withoutmilling, provided a satisfactory contact bearing is obtained. Steel bearingplates over two in. (50 mm) but not over four in. (100 mm) in thickness are permittedto be straightened by pressing or, if presses are not available, by millingfor all bearing surfaces (except as noted in subparagraphs 2 and 3 of this section),to obtain a satisfactory contact bearing. Steel bearing plates over four in.(100 mm) in thickness shall be milled for all bearing surfaces (except as notedin subparagraphs 2 and 3 of this section).LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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LOAD AND RESISTANCEFACTOR DESIGNSPE
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iiCopyright © 2000byAmerican Insti
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vTABLE OF CONTENTSSYMBOLS . . . . .
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TABLE OF CONTENTSviiSPECIFICATION (
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TABLE OF CONTENTSixSPECIFICATION (C
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TABLE OF CONTENTSxiCOMMENTARY (Cont
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SYMBOLSxviistrength (for those stee
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SYMBOLSxixS eff Effective section m
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SYMBOLSxxit s Web stiffener thickne
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xxiiiGLOSSARYAlignment chart for co
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GLOSSARYxxvEffective moment of iner
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GLOSSARYxxviiLateral bracing member
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GLOSSARYxxixPost-buckling strength.
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GLOSSARYxxxiStrain-hardening strain
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1CHAPTER AGENERAL PROVISIONSA1. SCO
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Sect. A3.] MATERIAL 3Cold-Formed We
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Sect. A3.] MATERIAL 5ASTM A449 bolt
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Sect. A6.] REFERENCED CODES AND STA
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Sect. A7.] DESIGN DOCUMENTS 9tion A
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Sect. B4.] STABILITY 11(a) When the
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Sect. B10.] PROPORTIONS OF BEAMS AN
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Sect. B10.] PROPORTIONS OF BEAMS AN
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17Chap. CCHAPTER CFRAMES AND OTHER
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Sect. C3.] STABILITY BRACING 19all
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Sect. C3.] STABILITY BRACING 214. B
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Sect. C3.] STABILITY BRACING 231.0;
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Sect. D3.] PIN-CONNECTED MEMBERS AN
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27Chap. ECHAPTER ECOLUMNS AND OTHER
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Sect. E4.] BUILT-UP MEMBERS 29(a) F
Page 64 and 65: 31Chap. FCHAPTER FBEAMS AND OTHER F
Page 66 and 67: Sect. F1.] DESIGN FOR FLEXURE 33Lp=
Page 68 and 69: Sect. F2.] DESIGN FOR SHEAR 35Lpd
Page 70 and 71: 37Chap. GCHAPTER GPLATE GIRDERSI-sh
Page 72 and 73: Sect. H3.] ALTERNATIVE INTERACTION
Page 74 and 75: Sect. I2.] COMPRESSION MEMBERS 41ti
Page 76 and 77: Sect. I3.] FLEXURAL MEMBERS 434. Lo
Page 78 and 79: Sect. I3.] FLEXURAL MEMBERS 45welde
Page 80 and 81: Sect. I5.] SHEAR CONNECTORS 47A c =
Page 82 and 83: 49Chap. JCHAPTER JCONNECTIONS, JOIN
Page 84 and 85: Sect. J1.] GENERAL PROVISIONS 518.
Page 86 and 87: Sect. J2.] WELDS 53Welding ProcessT
Page 88 and 89: Sect. J2.] WELDS 55For end-loaded f
Page 90 and 91: Sect. J2.] WELDS 57Types of Weld an
Page 92 and 93: Sect. J3.] BOLTS AND THREADED PARTS
Page 100 and 101: Sect. J4.] DESIGN RUPTURE STRENGTH
Page 102 and 103: Sect. J8.] BEARING STRENGTH 69J6. F
Page 104 and 105: 71Chap. KCHAPTER KCONCENTRATED FORC
Page 106 and 107: Sect. K1.] FLANGES AND WEBS WITH CO
Page 108 and 109: For P u 0.4P yR v = 0.60F y d c t
Page 110 and 111: Sect. K3.] DESIGN FOR CYCLIC LOADIN
Page 112 and 113: 79Chap. LCHAPTER LSERVICEABILITY DE
Page 116 and 117: Sect. M4.] ERECTION 83(2) Bottom su
Page 118 and 119: Sect. M5.] QUALITY CONTROL 85The fa
Page 120 and 121: Sect. N3.] EVALUATION BY STRUCTURAL
Page 122 and 123: 89App. BAPPENDIX BDESIGN REQUIREMEN
Page 124 and 125: App. B5.] LOCAL BUCKLING 914kc=h/tw
Page 126 and 127: App. B5.] LOCAL BUCKLING 93é0.877
Page 128 and 129: App. E3.] DESIGN COMPRESSIVE STRENG
Page 130 and 131: App. F1.] DESIGN FOR FLEXURE 97For
Page 132 and 133: App. F1.] DESIGN FOR FLEXURE 99TABL
Page 134 and 135: App. F1.] DESIGN FOR FLEXURE 101Cri
Page 136 and 137: App. F3.] WEB-TAPERED MEMBERS 103j
Page 138 and 139: App. F3.] WEB-TAPERED MEMBERS 105Fw
Page 140 and 141: 107App. GAPPENDIX GPLATE GIRDERSThi
Page 142 and 143: App. G3.] DESIGN SHEAR STRENGTH 109
Page 144 and 145: App. G5.] FLEXURE-SHEAR INTERACTION
Page 146 and 147: App. H3.] ALTERNATIVE INTERACTION E
Page 148 and 149: 115App. JAPPENDIX JCONNECTIONS, JOI
Page 150 and 151: App. J3.] BOLTS AND THREADED PARTS
Page 152 and 153: App. K2.] PONDING 119æçMetric:lC
Page 154 and 155: App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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NUMERICAL VALUES 141TABLE 2ItemShap
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NUMERICAL VALUES 143Klr123456789101
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NUMERICAL VALUES 145TABLE 3-50Desig
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NUMERICAL VALUES 147TABLE 4Values o
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NUMERICAL VALUES 149TABLE 5 (cont
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NUMERICAL VALUES 151TABLE 7Values o
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NUMERICAL VALUES 153f vVAwnTABLE 8-
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NUMERICAL VALUES 157hf vVAwnTABLE 9
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NUMERICAL VALUES 161ht wf vVAwnTABL
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163COMMENTARYon the Load and Resist
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Comm. A2.] TYPES OF CONSTRUCTION 16
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Comm. A3.] MATERIAL 167and Chen, 19
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Comm. A3.] MATERIAL 169than the ant
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Comm. A4.] LOADS AND LOAD COMBINATI
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Comm. A5.] DESIGN BASIS 173where =
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Comm. A5.] DESIGN BASIS 175( )bsln(
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177Comm. BCHAPTER BDESIGN REQUIREME
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Comm. B5.] LOCAL BUCKLING 179(c) Al
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Comm. B5.] LOCAL BUCKLING 181load.
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Comm. B7.] LIMITING SLENDERNESS RAT
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Comm. C1.] SECOND ORDER EFFECTS 185
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Comm. C1.] SECOND ORDER EFFECTS 187
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Comm. C2.] FRAME STABILITY 189Buckl
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Comm. C2.] FRAME STABILITY 191Notes
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Comm. C2.] FRAME STABILITY 193Where
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Comm. C3.] STABILITY BRACING 195age
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Comm. C3.] STABILITY BRACING 197pla
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Comm. C3.] STABILITY BRACING 199The
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Comm. C3.] STABILITY BRACING 201Par
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203Comm. ECHAPTER ECOLUMNS AND OTHE
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Comm. E4.] BUILT-UP MEMBERS 205TABL
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Comm. F1.] DESIGN FOR FLEXURE 207ha
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Comm. F1.] DESIGN FOR FLEXURE 2092b
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Comm. F4.] BEAMS AND GIRDERS WITH W
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Comm. H2.] UNSYMMETRIC MEMBERS AND
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Comm. I2.] COMPRESSION MEMBERS 215d
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Comm. I3.] FLEXURAL MEMBERS 217may
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Comm. I3.] FLEXURAL MEMBERS 219The
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Comm. I3.] FLEXURAL MEMBERS 221wher
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Comm. I3.] FLEXURAL MEMBERS 223proc
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Comm. I4.] COMBINED COMPRESSION AND
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Comm. I5.] SHEAR CONNECTORS 227tal
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229Comm. JCHAPTER JCONNECTIONS, JOI
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Comm. J1.] GENERAL PROVISIONS 231 P
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Comm. J2.] WELDS 2332b. Limitations
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Comm. J2.] WELDS 235When longitudin
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Comm. J2.] WELDS 237due to cyclic f
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Comm. J2.] WELDS 239(b) Plane 2-2,
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Comm. J3.] BOLTS AND THREADED PARTS
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Comm. J4.] DESIGN RUPTURE STRENGTH
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249Comm. KCHAPTER KCONCENTRATED FOR
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Comm. K1.] FLANGES AND WEBS WITH CO
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Comm. K1.] FLANGES AND WEBS WITH CO
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Comm. K2.] PONDING 255Even on the b
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257Comm. LCHAPTER LSERVICEABILITY D
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Comm. L5.] CORROSION 259orthotropic
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Comm. M4.] ERECTION 261It is sugges
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Comm. N4.] EVALUATION BY LOAD TESTS
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Comm. N5.] EVALUATION REPORT 265N5.
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267Comm. A-EAPPENDIX ECOLUMNS AND O
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Comm. App. F3.] WEB-TAPERED MEMBERS
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271Comm. A-GAPPENDIX GPLATE GIRDERS
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273Comm. A-KAPPENDIX JCONNECTIONS,
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Comm. J2.] WELDS 275found to be con
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Comm. K3.] DESIGN FOR CYCLIC LOADIN
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279ReferencesAckroyd, M. H., and Ge
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REFERENCES 281Bjorhovde, R. (1972),
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REFERENCES 283Fielding, D. J., and
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REFERENCES 285Johnson, D. L. (1985)
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REFERENCES 287Ollgaard, J. G., Slut
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REFERENCES 289Zhou, S. P., and Chen
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SUPPLEMENTARY BIBLIOGRAPHY 291Kotec
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Metric Conversion Factors for Commo
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