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SUPPLEMENTARY BIBLIOGRAPHY 291Kotecki, D. S., and Moll, R. A. (1972), “A Toughness Study of Steel Weld Metal fromSelf-Shielded, Flux-Cored Electrodes, Part 2,” Welding Journal, AWS, Vol. 51, March,p. 138.LeMessurier, W. J., McNamara, R. J., and Scrivener, J. C. (1974), “Approximate AnalyticalModel for Multi-Story Frames,” Engineering Journal, AISC, Vol. 11, No. 4, 4thQuarter, pp. 92-98.Liapunov, S. (1974), “Ultimate Load Studies of Plane Multi-Story Steel Rigid Frames,”Journal of the Structural Division, ASCE, Vol. 100, No. ST8, Proc. Paper 10750, August.Lim, L. C., and Lu, L. W. (1970), The Strength and Behavior of Laterally UnsupportedColumns, Fritz Engineering Laboratory Report No. 329.5, Lehigh University, Bethlehem,PA, June.Lu, L. W. (1967), “Design of Braced Multi-Story Frames by the Plastic Method,” EngineeringJournal, AISC, Vol. 4, No. 1, 1st Quarter, pp. 1-9.Lu, L. W., Ozer, E., Daniels, J. H., Okten, O. S., and Morino, S. (1977), “Strength andDrift Characteristics of Steel Frames,” Journal of the Structural Division, ASCE, Vol.103, No. ST11, November, pp. 2225-2241.Rao, N. R. N., Lohrmann, M., and Tall, L. (1966), “Effect of Strain Rate on the YieldStress of Structural Steels,” Journal of Materials, Vol. 1, No. 1, ASTM, March.Ross, D. A., and Chen, W. F. (1976), “Design Criteria for Steel I-Columns Under AxialLoad and Biaxial Bending,” Canadian Journal of Civil Engineering, Vol. 3, No. 3.Springfield, J., and Adams, P. F. (1972), “Aspects of Column Design in Tall Steel Buildings,”Journal of the Structural Division, ASCE, Vol. 9, No. ST5, May, pp. 1069-1083.Terashima, H., and Hart, P. H. M. (1984), “Effect of Aluminum on Carbon, Manganese,Niobium Steel Submerged Arc Weld Metal Properties,” Welding Journal, Vol. 63,June, p. 173.Wood, B. R., Beaulieu, D., and Adams, P. F. (1976), “Column Design by P-DeltaMethod,” Journal of the Structural Division, ASCE, Vol. 102, No. ST2, February, pp.411-427.LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
292LRFD 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
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App. G5.] FLEXURE-SHEAR INTERACTION
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App. H3.] ALTERNATIVE INTERACTION E
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115App. JAPPENDIX JCONNECTIONS, JOI
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App. J3.] BOLTS AND THREADED PARTS
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App. K2.] PONDING 119æçMetric:lC
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App. K3.] DESIGN FOR CYCLIC LOADING
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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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NUMERICAL VALUES 157hf vVAwnTABLE 9
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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 =
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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
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Comm. B5.] LOCAL BUCKLING 181load.
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Comm. B7.] LIMITING SLENDERNESS RAT
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Comm. C1.] SECOND ORDER EFFECTS 185
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Comm. C1.] SECOND ORDER EFFECTS 187
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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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Page 288 and 289: Comm. K2.] PONDING 255Even on the b
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Page 292 and 293: Comm. L5.] CORROSION 259orthotropic
Page 294 and 295: Comm. M4.] ERECTION 261It is sugges
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Page 298 and 299: Comm. N5.] EVALUATION REPORT 265N5.
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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 326 and 327: Metric Conversion Factors for Commo
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