AISC LRFD 1.pdf

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NUMERICAL VALUES 161ht wf vVAwnTABLE 9-50 M(MPa) for Plate Girders by Appendix Gfor 345 MPa Yield Stress Steel,Tension Field Action Included [b](Italic values indicate gross area, as percent of ( h ´ t w )required for pairs of intermediate stiffeners of 345 MPayield stress steel with V u/ V n= 1.0) [a]Aspect ratio a / h : Stiffener Spacing to Web Depth0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2.0 2.5 3.060 186 186 186 186 186 186 186 186 186 186 186 186 186 18470 186 186 186 186 186 186 186 186 186 183 180 175 172 15880 186 186 186 186 186 186 183 178 174 170 167 161 155 12890 186 186 186 186 185 181 174 169 162 155 150 140 133 101100 186 186 186 183 179 175 165 155 147 141 135 125 117 81.9110 186 186 183 178 173 167 155 145 137 130 124 113 106 67.7120 186 184 179 173 165 158 147 137 129 122 116 105 97.1 56.9130 186 181 175 166 159 152 140 130 122 115 110 98.3 90.4 48.5140 184 178 169 161 154 147 135 125 117 110 104 93.1 85.0 41.8150 181 174 165 157 149 143 131 121 113 106 100 88.8 80.6 36.4Over3.0[c]160 179 170 161 153 146 139 128 118 1100.21030.496.90.585.30.832.0170 176 166 158 150 143 136 1250.51151.01071.21001.494.11.628.3180 173 163 155 147 1400.41340.91231.51131.91052.297.82.391.82.525.3200 168 159 1511.01431.81372.31302.71193.21093.51013.720.5220 164 1551.71482.71403.31343.81284.11164.516.9240 1611.81533.21454.01384.61324.91265.214.2260 1583.21514.41435.11365.61305.91246.1280 1574.41495.41426.01356.4[a] For area of single-angle and single-plate stiffeners, or when V u / V n < 1.0, see Appendix A-G4-1.[b] For end-panels and all panels in hybrid and web-tapered plate girders, use Table 8-50M.[c] Same as for Table 8-50M.Note: Girders so proportioned that the computed shear is less than that given in the right-hand columndo not require intermediate stiffeners.<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
162 NUMERICAL VALUESTABLE 10Nominal Horizontal Shear Load forOne Connector Qn, kips [a]From Equations I5-1 and I5-2Specified Compressive Strengthof concrete f c , ksi [d]Connector [b]3.0 3.5 4.01 2-in. dia. 2-in. hooked or headed stud 9.4 10.5 11.65 8-in. dia. 2 1 2 in. hooked or headed stud 14.6 16.4 18.13 4-in. dia. 3-in. hooked or headed stud 21.0 23.6 26.17 8-in. dia. 3 1 2-in. hooked or headed stud 28.6 32.1 35.5Channel C3 4.1 10.2 L c [c] 11.5 L c [c] 12.7 L c [c]Channel C4 5.4 11.1 L c [c] 12.4 L c [c] 13.8 L c [c]Channel C5 6.7 11.9 L c [c] 13.3 L c [c] 14.7 L c [c][a] Applicable only to concrete made with ASTM C33 aggregates.[b] The nominal horizontal loads tabulated may also be used for studs longer than shown.[c] L c = length of channel, inches.[d] F u > 0.5 (f c w) 0.75 , w = 145 lbs./cu. ft.TABLE 10 MNominal Horizontal Shear Load forOne Connector Q n , kN [a]From Equations I5-1 and I5-2Specified Compressive Strengthof Concrete, f c , MPa [d]Connector [b]20 25 3012.7 mm dia.x 50 mm hooked or headed stud 42 48 5515.9 mm dia.x 63 mm hooked or headed stud 65 75 8619.0 mm dia.x 75 mm hooked or headed stud 93 108 12322.2 mm dia.x 88 mm hooked or headed stud 127 145 167Channel C75 x 6.1 1.8 L c [c] 2.1 L c [c] 2.4 L c [c]Channel C100 x 8 1.9L c [c] 2.2 L c [c] 2.6 L c [c]Channel C130 x 10.4 2.1 L c [c] 2.4 L c [c] 2.7 L c [c][a] Applicable only to concrete made with ASTM C33 aggregates.[b] The nominal horizontal loads tabulated may also be used for studs longer than shown.[c] L c = length of channel, mm.[d] F u > 0.1 (f c w) 0.75 , w = 2325 kg/m 3<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
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App. B5.] LOCAL BUCKLING 914kc=h/tw
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App. B5.] LOCAL BUCKLING 93é0.877
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App. E3.] DESIGN COMPRESSIVE STRENG
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App. F1.] DESIGN FOR FLEXURE 97For
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App. F1.] DESIGN FOR FLEXURE 99TABL
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App. F1.] DESIGN FOR FLEXURE 101Cri
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App. F3.] WEB-TAPERED MEMBERS 103j
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App. F3.] WEB-TAPERED MEMBERS 105Fw
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107App. GAPPENDIX GPLATE GIRDERSThi
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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
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
Page 174 and 175: NUMERICAL VALUES 141TABLE 2ItemShap
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 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
Page 224 and 225: Comm. C2.] FRAME STABILITY 191Notes
Page 226 and 227: Comm. C2.] FRAME STABILITY 193Where
Page 228 and 229: Comm. C3.] STABILITY BRACING 195age
Page 230 and 231: Comm. C3.] STABILITY BRACING 197pla
Page 232 and 233: Comm. C3.] STABILITY BRACING 199The
Page 234 and 235: Comm. C3.] STABILITY BRACING 201Par
Page 236 and 237: 203Comm. ECHAPTER ECOLUMNS AND OTHE
Page 238 and 239: Comm. E4.] BUILT-UP MEMBERS 205TABL
Page 240 and 241: Comm. F1.] DESIGN FOR FLEXURE 207ha
Page 242 and 243: 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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