AISC LRFD 1.pdf

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NUMERICAL VALUES 145TABLE 3-50Design Stress for Compression Members of50 ksi Specified Yield Stress Steel, c = 0.85 [a]Klr c F crksiKlr c F crksiKlr c F crksiKlr c F crksi1 42.5 41 37.6 81 26.3 121 14.62 42.5 42 37.4 82 26.0 122 14.33 42.5 43 37.1 83 25.7 123 14.14 42.5 44 36.9 84 25.4 124 13.95 42.4 45 36.7 85 25.1 125 13.76 42.4 46 36.4 86 24.8 126 13.47 42.4 47 36.2 87 24.4 127 13.28 42.3 48 35.9 88 24.1 128 13.09 42.3 49 35.7 89 23.8 129 12.810 42.2 50 35.4 90 23.5 130 12.611 42.1 51 35.1 91 23.2 131 12.412 42.1 52 34.9 92 22.9 132 12.313 42.0 53 34.6 93 22.6 133 12.114 41.9 54 34.3 94 22.3 134 11.915 41.8 55 34.1 95 22.0 135 11.716 41.7 56 33.8 96 21.7 136 11.517 41.6 57 33.5 97 21.4 137 11.418 41.5 58 33.2 98 21.1 138 11.219 41.4 59 33.0 99 20.8 139 11.020 41.3 60 32.7 100 20.5 140 10.921 41.2 61 32.4 101 20.2 141 10.722 41.0 62 32.1 102 19.9 142 10.623 40.9 63 31.8 103 19.6 143 10.424 40.8 64 31.5 104 19.3 144 10.325 40.6 65 31.2 105 19.0 145 10.226 40.5 66 30.9 106 18.7 146 10.027 40.3 67 30.6 107 18.4 147 9.8728 40.1 68 30.3 108 18.1 148 9.7429 40.0 69 30.0 109 17.8 149 9.6130 39.8 70 29.7 110 17.6 150 9.4831 39.6 71 29.4 111 17.3 151 9.3632 39.4 72 29.1 112 17.0 152 9.2333 39.3 73 28.8 113 16.7 153 9.1134 39.1 74 28.5 114 16.4 154 9.0035 38.9 75 28.2 115 16.1 155 8.8836 38.7 76 27.9 116 15.9 156 8.7737 38.5 77 27.6 117 15.6 157 8.6638 38.2 78 27.2 118 15.3 158 8.5539 38.0 79 26.9 119 15.1 159 8.4440 37.8 80 26.6 120 14.8 160 8.33[a] When element width-to-thickness ratio exceeds r,see Appendix B5.3.Klr161162163164165166167168169170171172173174175176177178179180181182183184185186187188189190191192193194195196197198199200 c F crksi8.238.138.037.937.847.747.657.567.477.387.307.217.137.056.976.896.816.736.666.596.516.446.376.306.236.176.106.045.975.915.855.795.735.675.615.555.505.445.395.33<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
146 NUMERICAL VALUESKlr12345678910111213141516171819202122232425262728293031323334353637383940TABLE 3-50MDesign Stress for Compression Members of345 MPa Specified Yield Stress Steel, c = 0.85 [a] c F crMPa293293293293293292292292292291291290290289288288287286286285284283282281280279278277276275273272271269268267265264262261Klr41424344454647484950515253545556575859606162636465666768697071727374757677787980 c F crMPa259258256255253251249248246244242241239237235233231229227225223221219217215213211209207205203201199196194192190188186184Klr81828384858687888990919293949596979899100101102103104105106107108109110111112113114115116117118119120 c F crMPa181179177175173171169166164162160158156154152149147145143141139137135133131129127125123121119117115113111109107106104102Klr121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150151152153154155156157158159160[a] When element width-to-thickness ratio exceeds r see Appendix B5.3. c F crMPa10198.997.395.794.292.791.289.888.487.185.784.583.282.080.779.678.477.376.275.174.073.072.071.070.069.068.167.266.365.464.563.762.962.161.360.559.758.958.257.5Klr161162163164165166167168169170171172173174175176177178179180181182183184185186187188189190191192193194195196197198199200 c F crMPa56.856.155.454.754.153.452.852.151.550.950.349.749.248.648.147.547.046.445.945.444.944.443.943.543.042.542.141.641.240.840.339.939.539.138.738.337.937.537.236.8<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
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
Page 174 and 175: NUMERICAL VALUES 141TABLE 2ItemShap
Page 176 and 177: NUMERICAL VALUES 143Klr123456789101
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
Page 224 and 225: Comm. C2.] FRAME STABILITY 191Notes
Page 226 and 227: 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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