AISC LRFD 1.pdf

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Sect. J2.] WELDS 57Types of Weld andStress [a]Tension normal toeffective areaCompression normalto effective areaTension or compressionparallel to axisof weldShear on effectiveareaCompression normalto effective areaTension or compressionparallel to axis ofweld [e]Shear parallel toaxis of weldTension normal toeffective areaShear on effectiveareaTension or compressionparallel to axisof weld [e]Shear parallel tofaying surfaces (oneffective area)TABLE J2.5Design Strength of WeldsNominalStrengthF BM or F wResistanceMaterial Factor Complete-Joint-Penetration Groove WeldFiller MetalRequirements [b, c]Base 0.90 F y Matching filler metal shall beused. For CVN requirementssee footnote [d].Base 0.90 F y Filler metal with a strengthlevel equal to or less thanmatching filler metal is permittedto be used.BaseWeld0.900.800.60F y0.60F EXXPartial-Joint-Penetration Groove WeldBase 0.90 F y Filler metal with a strengthlevel equal to or less thanmatching filler metal is permittedto be used.BaseWeldBaseWeldBaseWeld[f]0.750.900.80Fillet Welds[f]0.75[f]0.60F EXXF y0.60F EXX[f]0.60F EXX [g]Base 0.90 F yBaseWeldPlug or Slot Welds[f]0.75Filler metal with a strengthlevel equal to or less thanmatching filler metal is permittedto be used.[f]0.60F EXXFiller metal with a strengthlevel equal to or less thanmatching filler metal is permittedto be used.[a] For definition of effective area, see Section J2.[b] For matching filler metal, see Table 3.1, AWS D1.1.[c] Filler metal one strength level stronger than matching filler metal is permitted.[d] For T and corner joints with the backing bar left in place during service, filler metal witha classification requiring a minimum Charpy V-notch (CVN) toughness of 20 ft-lbs. (27J) @ +40°F (4°C) shall be used. If filler metal without the required toughness is used andthe backing bar is left in place, the joint shall be sized using the resistance factor andnominal strength for a partial-joint-penetration weld.[e] Fillet welds and partial-joint-penetration groove welds joining component elements of builtupmembers, such as flange-to-web connections, are not required to be designed withregard to the tensile or compressive stress in these elements parallel to the axis of the welds.[f] The design of connected material is governed by Sections J4 and J5.[g] For alternative design strength, see Appendix J2.4.<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
58 WELDS [Sect. J2.5. Combination of WeldsIf two or more of the general types of welds (groove, fillet, plug, slot) are combinedin a single joint, the design strength of each shall be separately computed with referenceto the axis of the group in order to determine the design strength of thecombination.6. Weld Metal RequirementsThe choice of electrode for use with complete-joint-penetration groove welds subjectto tension normal to the effective area shall comply with the requirements formatching weld metals given in AWS D1.1.Weld metal with a specified Charpy V-notch (CVN) toughness of 20 ft-lbs (27 J) at40°F (4°C) shall be used in the following joints:(a) Complete-joint-penetration groove welded T and corner joints with steel backingleft in place, subject to tension normal to the effective area, unless the jointsare designed as noted in Table J2.5 (see footnote d).(b) Complete-joint-penetration groove welded splices subject to tension normal tothe effective area in Group 4 and Group 5 shapes and shapes built up by weldingplates more than two in. (50 mm) thick.The manufacturer’s Certificate of Conformance shall be sufficient evidence ofcompliance.7. Mixed Weld MetalWhen notch-toughness is specified, the process consumables for all weld metal,tack welds, root pass, and subsequent passes deposited in a joint shall be compatibleto assure notch-tough composite weld metal.8. Preheat for Heavy ShapesFor ASTM A6/A6M Group 4 and 5 shapes and welded built-up members made ofplates more than two in. (50 mm) thick, a preheat equal to or greater than 350°F(175°C) shall be used when making groove-weld splices.J3. BOLTS AND THREADED PARTS1. High-Strength BoltsUse of high-strength bolts shall conform to the provisions of the Load and ResistanceFactor Design Specification for Structural Joints Using ASTM A325 or A490Bolts, as approved by the Research Council on Structural Connections, except asotherwise provided in this Specification.If required to be tightened to more than 50 percent of their specified minimum tensilestrength, A449 bolts in tension and bearing-type shear connections shall havean ASTM F436 hardened washer installed under the bolt head, and the nuts shallmeet the requirements of ASTM A563. When assembled, all joint surfaces, includingthose adjacent to the washers, shall be free of scale, except tight mill scale. AllA325 or A325M and A490 or A490M bolts shall be tightened to a bolt tension notless than that given in Table J3.1 or J3.1M, except as noted below. Tightening shallbe done by any of the following methods: turn-of-nut method, a direct tension indicator,calibrated wrench, or alternative design bolt.<strong>LRFD</strong> 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
Page 40 and 41: Sect. A6.] REFERENCED CODES AND STA
Page 42 and 43: Sect. A7.] DESIGN DOCUMENTS 9tion A
Page 44 and 45: Sect. B4.] STABILITY 11(a) When the
Page 46 and 47: Sect. B10.] PROPORTIONS OF BEAMS AN
Page 48 and 49: Sect. B10.] PROPORTIONS OF BEAMS AN
Page 50 and 51: 17Chap. CCHAPTER CFRAMES AND OTHER
Page 52 and 53: Sect. C3.] STABILITY BRACING 19all
Page 54 and 55: Sect. C3.] STABILITY BRACING 214. B
Page 56 and 57: Sect. C3.] STABILITY BRACING 231.0;
Page 58 and 59: Sect. D3.] PIN-CONNECTED MEMBERS AN
Page 60 and 61: 27Chap. ECHAPTER ECOLUMNS AND OTHER
Page 62 and 63: 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 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 114 and 115: 81Chap. MCHAPTER MFABRICATION, EREC
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
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107App. GAPPENDIX GPLATE GIRDERSThi
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App. G3.] DESIGN SHEAR STRENGTH 109
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App. G5.] FLEXURE-SHEAR INTERACTION
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App. H3.] ALTERNATIVE INTERACTION E
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115App. JAPPENDIX JCONNECTIONS, JOI
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App. J3.] BOLTS AND THREADED PARTS
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App. K2.] PONDING 119æçMetric:lC
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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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