AISC LRFD 1.pdf

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NUMERICAL VALUES 147TABLE 4Values of c F cr / F y , c 0.85for Determining Design Stress for CompressionMembers for Steel of Any Yield Stress [a] c c F cr /F y c c F cr /F y c c F cr /F y c c F cr /F y0.020.040.060.080.100.8500.8490.8490.8480.8460.820.840.860.880.900.6410.6320.6230.6140.6051.621.641.661.681.700.2840.2770.2710.2640.2582.422.442.462.482.500.1270.1250.1230.1210.1190.121.040.160.180.200.8450.8430.8410.8390.8360.920.940.960.981.000.5960.5870.5780.5680.5591.721.741.761.781.800.2520.2460.2410.2350.2302.522.542.562.582.600.1170.1160.1140.1120.1100.220.240.260.280.300.8330.8300.8260.8230.8191.021.041.061.081.100.5500.5400.5310.5210.5121.821.841.861.881.900.2250.2200.2150.2110.2062.622.642.662.682.700.1090.1070.1050.1040.1020.320.340.360.380.400.8140.8100.8050.8000.7951.121.141.161.181.200.5030.4930.4840.4740.4651.921.941.961.982.000.2020.1980.1940.1900.1862.722.742.762.782.800.1010.0990.0980.0960.0950.420.440.460.480.500.7890.7840.7780.7720.7651.221.241.261.281.300.4560.4460.4370.4280.4192.022.042.062.082.100.1830.1790.1760.1720.1692.822.842.862.882.900.0940.0920.0910.0900.0890.520.540.560.580.600.7590.7520.7450.7380.7311.321.341.361.381.400.4100.4010.3920.3830.3742.122.142.162.182.200.1660.1630.1600.1570.1542.922.942.962.983.000.0870.0860.0850.0840.0830.620.640.660.680.700.7240.7160.7080.7000.6921.421.441.461.481.500.3650.3570.3480.3390.3312.222.242.262.282.300.1510.1490.1460.1430.1413.023.043.063.083.100.0820.0810.0800.0790.0780.720.740.760.780.800.6840.6760.6670.6590.6501.521.541.561.581.600.3230.3400.3060.2990.2912.322.342.362.382.40[a] When element width-to-thickness ratios exceed r , see Appendix B5.3Values of c > 2.24 exceed Kl / r of 200 for F y = 36 ksi (250 MPa)Values of c > 2.64 exceed Kl / r of 200 for F y = 50 ksi (345 MPa)0.1380.1360.1340.1320.1293.123.143.163.183.200.0770.0760.0750.0740.073<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
148 NUMERICAL VALUESTABLE 5Values of Kl / r for F y 36 and 50 ksi*Kl /rKl /r c F y =36 F y =50 c F y =36 F y =500.020.040.060.080.101.83.65.37.18.91.53.04.56.17.60.820.840.860.880.9073.174.976.778.580.262.063.665.166.668.10.120.140.160.180.2010.712.514.316.017.89.110.612.113.615.10.920.940.960.981.0082.083.885.687.489.269.671.172.674.175.70.220.240.260.280.3019.621.423.225.026.716.618.219.721.222.71.021.041.061.081.1090.992.794.596.398.177.278.780.281.783.20.320.340.360.380.4028.530.332.133.935.724.225.727.228.830.31.121.141.161.181.2099.910210310610784.786.387.889.390.80.420.440.460.480.5037.439.241.042.844.631.833.334.836.337.81.221.241.261.281.3010911111211411692.393.895.396.898.40.520.540.560.580.6046.448.149.951.753.539.340.942.443.945.41.321.341.3613.81.4011812012112312599.91011031041060.620.640.660.680.7055.357.158.860.662.446.948.449.951.453.01.421.441.461.481.501271281301321341071091111121140.720.740.760.780.8064.266.067.869.571.354.556.057.559.060.51.521.541.561.581.60136137139141143115117118120121* Note: Calculated values are based on U.S. customary units. Metric units give values within 1 percent ofthose listed.<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
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 178 and 179: NUMERICAL VALUES 145TABLE 3-50Desig
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
Page 228 and 229: 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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