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Sect. A7.] DESIGN DOCUMENTS 9tion A2 and include the required strengths (moments and forces) if necessary forpreparation of shop drawings.Where joints are to be assembled with high-strength bolts, the design documentsshall indicate the connection type (i.e., snug-tightened, pretensioned, orslip-critical).Camber of trusses, beams, and girders, if required, shall be specified in the designdocuments.The requirements for stiffeners and bracing shall be shown in the designdocuments.Welding and inspection symbols used on design and shop drawings shall be theAmerican Welding Society symbols. Welding symbols for special requirements notcovered by AWS are permitted to be used provided complete explanations thereofare shown in the design documents.Weld lengths called for in the design documents and on the shop drawings shall bethe net effective lengths.<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
10Chap. BCHAPTER BDESIGN REQUIREMENTSThis chapter contains provisions which are common to the Specification as a whole.B1. GROSS AREAThe gross area A g of a member at any point is the sum of the products of the thicknessand the gross width of each element measured normal to the axis of themember. For angles, the gross width is the sum of the widths of the legs less thethickness.B2. NET AREAThe net area A n of a member is the sum of the products of the thickness and the netwidth of each element computed as follows:In computing net area for tension and shear, the width of a bolt hole shall be taken as1 16 -in. (2 mm) greater than the nominal dimension of the hole.For a chain of holes extending across a part in any diagonal or zigzag line, the netwidth of the part shall be obtained by deducting from the gross width the sum of thediameters or slot dimensions as provided in Section J3.2, of all holes in the chain,and adding, for each gage space in the chain, the quantity s 2 / 4gwheres = longitudinal center-to-center spacing (pitch) of any two consecutive holes,in. (mm)g = transverse center-to-center spacing (gage) between fastener gage lines, in.(mm)For angles, the gage for holes in opposite adjacent legs shall be the sum of the gagesfrom the back of the angles less the thickness.In determining the net area across plug or slot welds, the filler metal shall not beconsidered as adding to the net area.B3. EFFECTIVE AREA OF TENSION MEMBERSThe effective area of tension members shall be determined as follows:(1) When tension load is transmitted directly to each of the cross-sectional elementsby fasteners or welds, the effective area A e is equal to the net area A n .(2) When the tension load is transmitted by fasteners or welds through some butnot all of the cross-sectional elements of the member, the effective area A e shallbe computed as follows:<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Page 1 and 2: LOAD AND RESISTANCEFACTOR DESIGNSPE
Page 3: iiCopyright © 2000byAmerican Insti
Page 6 and 7: vTABLE OF CONTENTSSYMBOLS . . . . .
Page 8 and 9: TABLE OF CONTENTSviiSPECIFICATION (
Page 10 and 11: TABLE OF CONTENTSixSPECIFICATION (C
Page 12 and 13: TABLE OF CONTENTSxiCOMMENTARY (Cont
Page 18 and 19: SYMBOLSxviistrength (for those stee
Page 20 and 21: SYMBOLSxixS eff Effective section m
Page 22 and 23: SYMBOLSxxit s Web stiffener thickne
Page 24 and 25: xxiiiGLOSSARYAlignment chart for co
Page 26 and 27: GLOSSARYxxvEffective moment of iner
Page 28 and 29: GLOSSARYxxviiLateral bracing member
Page 30 and 31: GLOSSARYxxixPost-buckling strength.
Page 32 and 33: GLOSSARYxxxiStrain-hardening strain
Page 34 and 35: 1CHAPTER AGENERAL PROVISIONSA1. SCO
Page 36 and 37: Sect. A3.] MATERIAL 3Cold-Formed We
Page 38 and 39: Sect. A3.] MATERIAL 5ASTM A449 bolt
Page 40 and 41: Sect. A6.] REFERENCED CODES AND STA
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 90 and 91: Sect. J2.] WELDS 57Types of Weld an
Page 92 and 93:
Sect. J3.] BOLTS AND THREADED PARTS
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Page 96 and 97:
Page 98 and 99:
Page 100 and 101:
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
Page 108 and 109:
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
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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
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 156 and 157:
Page 158 and 159:
Page 160 and 161:
Page 162 and 163:
Page 164 and 165:
Page 166 and 167:
Page 168 and 169:
Page 170 and 171:
Page 172 and 173:
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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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Page 190 and 191:
NUMERICAL VALUES 157hf vVAwnTABLE 9
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Page 194 and 195:
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 =
Page 208 and 209:
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
Page 214 and 215:
Comm. B5.] LOCAL BUCKLING 181load.
Page 216 and 217:
Comm. B7.] LIMITING SLENDERNESS RAT
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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
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
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
Page 244 and 245:
Comm. F4.] BEAMS AND GIRDERS WITH W
Page 246 and 247:
Comm. H2.] UNSYMMETRIC MEMBERS AND
Page 248 and 249:
Comm. I2.] COMPRESSION MEMBERS 215d
Page 250 and 251:
Comm. I3.] FLEXURAL MEMBERS 217may
Page 252 and 253:
Comm. I3.] FLEXURAL MEMBERS 219The
Page 254 and 255:
Comm. I3.] FLEXURAL MEMBERS 221wher
Page 256 and 257:
Comm. I3.] FLEXURAL MEMBERS 223proc
Page 258 and 259:
Comm. I4.] COMBINED COMPRESSION AND
Page 260 and 261:
Comm. I5.] SHEAR CONNECTORS 227tal
Page 262 and 263:
229Comm. JCHAPTER JCONNECTIONS, JOI
Page 264 and 265:
Comm. J1.] GENERAL PROVISIONS 231 P
Page 266 and 267:
Comm. J2.] WELDS 2332b. Limitations
Page 268 and 269:
Comm. J2.] WELDS 235When longitudin
Page 270 and 271:
Comm. J2.] WELDS 237due to cyclic f
Page 272 and 273:
Comm. J2.] WELDS 239(b) Plane 2-2,
Page 274 and 275:
Comm. J3.] BOLTS AND THREADED PARTS
Page 276 and 277:
Page 278 and 279:
Page 280 and 281:
Comm. J4.] DESIGN RUPTURE STRENGTH
Page 282 and 283:
249Comm. KCHAPTER KCONCENTRATED FOR
Page 284 and 285:
Comm. K1.] FLANGES AND WEBS WITH CO
Page 286 and 287:
Comm. K1.] FLANGES AND WEBS WITH CO
Page 288 and 289:
Comm. K2.] PONDING 255Even on the b
Page 290 and 291:
257Comm. LCHAPTER LSERVICEABILITY D
Page 292 and 293:
Comm. L5.] CORROSION 259orthotropic
Page 294 and 295:
Comm. M4.] ERECTION 261It is sugges
Page 296 and 297:
Comm. N4.] EVALUATION BY LOAD TESTS
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Comm. N5.] EVALUATION REPORT 265N5.
Page 300 and 301:
267Comm. A-EAPPENDIX ECOLUMNS AND O
Page 302 and 303:
Comm. App. F3.] WEB-TAPERED MEMBERS
Page 304 and 305:
271Comm. A-GAPPENDIX GPLATE GIRDERS
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273Comm. A-KAPPENDIX JCONNECTIONS,
Page 308 and 309:
Comm. J2.] WELDS 275found to be con
Page 310 and 311:
Comm. K3.] DESIGN FOR CYCLIC LOADIN
Page 312 and 313:
279ReferencesAckroyd, M. H., and Ge
Page 314 and 315:
REFERENCES 281Bjorhovde, R. (1972),
Page 316 and 317:
REFERENCES 283Fielding, D. J., and
Page 318 and 319:
REFERENCES 285Johnson, D. L. (1985)
Page 320 and 321:
REFERENCES 287Ollgaard, J. G., Slut
Page 322 and 323:
REFERENCES 289Zhou, S. P., and Chen
Page 324 and 325:
SUPPLEMENTARY BIBLIOGRAPHY 291Kotec
Page 326 and 327:
Metric Conversion Factors for Commo
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