AISC LRFD 1.pdf

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NUMERICAL VALUES 141TABLE 2ItemShapes, Plates, Bars, Sheet and Tubing or Threaded partsASTMDesignationDesign Strength as a Function of F uGradeF yKsi(MPa)A36/A36M - 36(250)A53 - 35(240)- 50A242/A242Mù(345)úA588/A588Mû42(290)20(275)éêëA500 - 33/39 [f](230/269)42/46 [f](290/315)46/50 [f](315/345)A501 - 36(250)A514/A514M - 100(690)90(620)A529/A529M - 50(345)55(380)A570/A570M - 40(275)42(290)A572/A572M 42(290)50(345)55(380)60(415)65(450)42(290)50(345)55(380)60(415)65(450)F uKsi(MPa)58-80(400-500)60(415)70(485)63(435)60(415)45(310)58(400)62(427)58(400)110-130(760-895)100-130(690-895)70-100(485-690)70-100(485-690)55(380)58(400)60(415)65(450)70(485)75(520)80(550)Connected Partof DesignatedSteelTension0.75 F u[a]43.5(300)45.0(311)52.5(364)47.3(326)45.0(311)33.8(233)43.5(300)46.5(320)43.5(300)82.5(570)75.0(518)52.5(364)52.5(364)41.3(285)43.5(300)45.0(311)48.8(338)52.5(364)56.3(390)60.0(413)Design Strength, ksi (MPa)Bearing0.75 2.4 F u[b]104(720)108(747)126(873)113(783)108(747)81.0(558)104(720)112(769)104(720)198(1370)180(1240)126(873)126(873)99.0(684)104(720)108(747)117(810)126(873)135(936)144(990)Bolt or Threaded Part ofDesignated SteelTension0.75 0.75 F u[c]32.6(225)--39.4(273)35.4(245)33.8(233)--------61.9(428)56.3(388)39.4(273)39.4(273)----33.8(233)36.6(253)39.4(273)42.2(293)45.0(309)Shear0.75 0.40 F u[d]17.4(120)--21.0(146)18.9(131)18.0(125)--------33.0(228)30.0(207)21.0(146)21.0(146)----18.0(125)19.5(135)21.0(146)22.5(156)24.0(165)Shear0.75 0.50 F u[e]21.8(150)--26.3(182)23.2(163)22.5(156)--------41.3(285)37.5(259)26.3(182)26.3(182)----22.5(156)24.2(169)26.3(182)28.1(195)30.0(206)<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
142 NUMERICAL VALUESItemShapes, Plates, Bars, Sheet and Tubing or Threaded partsBoltsASTMDesignationTABLE 2 (cont’d)Design Strength as a Function of F uGradeF yKsi(MPa)A606 - 45(310)50(345)A607 - 45(310)50(345)55(380)60(415)65(450)70(485)A618 - 50(345)50(345)A913/A913M 50(345)60(415)65(450)70(485)50(345)60(415)65(450)70(485)A992/A992M - 50 to 65(345 to 450)A449 - 92(635)81(560)58(400)F uKsi(MPa)65(450)70(485)60(415)65(450)70(485)75(520)80(550)85(585)70(485)65(450)65(450)75(520)80(550)90(620)65(450)120(825)105(725)90(620)Connected Partof DesignatedSteelTension0.75 F u[a]48.8(338)52.5(364)45.0(311)48.8(338)52.5(364)56.3(390)60.0(413)63.8(439)52.5(364)48.8(388)48.8(338)56.3(390)60.0(413)67.5(465)48.8(338)------Design Strength, ksi (MPa)Bearing0.75 2.4 F u[b]117(810)126(873)108(747)117(810)126(873)135(936)144(990)153(1050)126(873)117(810)117(810)135(936)144(990)162(1120)117(810)-----Bolt or Threaded Part ofDesignated SteelTension0.75 0.75 F u[c]--------------------36.6(253)42.2(293)45.0(309)50.6(349)36.6(253)67.5(464)59.1(408)50.6(349)Shear0.75 0.40 F u[d]--------------------19.5(135)22.5(156)24.0(165)27.0(186)19.5(135)36.0(248)31.5(218)27.0(186)Shear0.75 0.50 F u[e]--------------------24.4(169)28.1(195)30.0(206)33.8(233)24.4(169)45.0(309)39.4(272)33.8(233)[a] On effective net area, see Sections D1, J5.2.[b] Produced by fastener in shear, see Section J3.10. Note that smaller maximum design bearing stresses, asa function of hole type spacing, are given.[c] On nominal body area, see Table J3.2.[d] Threads not excluded from shear plane, see Table J3.2.[e] Threads excluded from shear plane, see Table J3.2.[f] Smaller value for circular shapes, larger for square or rectangular shapes.Note: For dimensional and size limitations, see the appropriate ASTM Specification.<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
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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
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31Chap. FCHAPTER FBEAMS AND OTHER F
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Sect. F1.] DESIGN FOR FLEXURE 33Lp=
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Sect. F2.] DESIGN FOR SHEAR 35Lpd
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37Chap. GCHAPTER GPLATE GIRDERSI-sh
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Sect. H3.] ALTERNATIVE INTERACTION
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Sect. I2.] COMPRESSION MEMBERS 41ti
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Sect. I3.] FLEXURAL MEMBERS 434. Lo
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Sect. I3.] FLEXURAL MEMBERS 45welde
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Sect. I5.] SHEAR CONNECTORS 47A c =
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49Chap. JCHAPTER JCONNECTIONS, JOIN
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Sect. J1.] GENERAL PROVISIONS 518.
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Sect. J2.] WELDS 53Welding ProcessT
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Sect. J2.] WELDS 55For end-loaded f
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Sect. J2.] WELDS 57Types of Weld an
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Sect. J3.] BOLTS AND THREADED PARTS
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Sect. J4.] DESIGN RUPTURE STRENGTH
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Sect. J8.] BEARING STRENGTH 69J6. F
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71Chap. KCHAPTER KCONCENTRATED FORC
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Sect. K1.] FLANGES AND WEBS WITH CO
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For P u 0.4P yR v = 0.60F y d c t
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Sect. K3.] DESIGN FOR CYCLIC LOADIN
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79Chap. LCHAPTER LSERVICEABILITY DE
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81Chap. MCHAPTER MFABRICATION, EREC
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Sect. M4.] ERECTION 83(2) Bottom su
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Sect. M5.] QUALITY CONTROL 85The fa
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Sect. N3.] EVALUATION BY STRUCTURAL
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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
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Page 148 and 149: 115App. JAPPENDIX JCONNECTIONS, JOI
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Page 152 and 153: App. K2.] PONDING 119æçMetric:lC
Page 154 and 155: App. K3.] DESIGN FOR CYCLIC LOADING
Page 176 and 177: NUMERICAL VALUES 143Klr123456789101
Page 178 and 179: NUMERICAL VALUES 145TABLE 3-50Desig
Page 180 and 181: NUMERICAL VALUES 147TABLE 4Values o
Page 182 and 183: NUMERICAL VALUES 149TABLE 5 (cont
Page 184 and 185: NUMERICAL VALUES 151TABLE 7Values o
Page 186 and 187: NUMERICAL VALUES 153f vVAwnTABLE 8-
Page 190 and 191: NUMERICAL VALUES 157hf vVAwnTABLE 9
Page 194 and 195: NUMERICAL VALUES 161ht wf vVAwnTABL
Page 196 and 197: 163COMMENTARYon the Load and Resist
Page 198 and 199: Comm. A2.] TYPES OF CONSTRUCTION 16
Page 200 and 201: Comm. A3.] MATERIAL 167and Chen, 19
Page 202 and 203: Comm. A3.] MATERIAL 169than the ant
Page 204 and 205: Comm. A4.] LOADS AND LOAD COMBINATI
Page 206 and 207: Comm. A5.] DESIGN BASIS 173where =
Page 208 and 209: Comm. A5.] DESIGN BASIS 175( )bsln(
Page 210 and 211: 177Comm. BCHAPTER BDESIGN REQUIREME
Page 212 and 213: Comm. B5.] LOCAL BUCKLING 179(c) Al
Page 214 and 215: Comm. B5.] LOCAL BUCKLING 181load.
Page 216 and 217: Comm. B7.] LIMITING SLENDERNESS RAT
Page 218 and 219: Comm. C1.] SECOND ORDER EFFECTS 185
Page 220 and 221: Comm. C1.] SECOND ORDER EFFECTS 187
Page 222 and 223: 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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