279ReferencesAckroyd, M. H., and Gerstle, K. H. (1982), “Behavior of Type 2 Steel Frames,” Journal ofthe Structural Division, ASCE, Vol. 108, No. ST7, July, pp. 1541-1556.Ad Hoc Committee on Serviceability Research (1986), “Structural Serviceability: ACritical Appraisal and Research Needs,” Journal of Structural Engineering,ASCE,Vol. 112, No. 12, pp. 2646-2664.American Association of State Highway and Transportation Officials (AASHTO)(1996), Load and Resistance Factor Design Specification for Highway Bridges, Washington,D.C.American Concrete Institute (ACI) (1999), Building Code Requirements for StructuralConcrete, ACI 318-99, Detroit, MI.American Concrete Institute (ACI) (1999a), Building Code Requirements for StructuralConcrete, ACI 318M-99, Detroit, MI.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1973), “Commentary on HighlyRestrained Welded Connections,” Engineering Journal, <strong>AISC</strong>, Vol. 10, No. 3, 3 rdQuarter, pp. 61-73.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1978), Specification for the Design,Fabrication,and Erection of Structural Steel for Buildings, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1980), Manual of Steel Construction,Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1986), Load and Resistance FactorDesignSpecification for Structural Steel Buildings, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1986a), Load and Resistance FactorDesign Manual of Steel Construction, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1989), Specification for StructuralSteel Buildings—Allowable Stress Design and Plastic Design, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1989a), Allowable Stress DesignManual of Steel Construction, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1997), Seismic Provisions forStructural Steel Buildings, Chicago, IL.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1997a), “k-area Advisory Statement,”Modern Steel Construction, February.American Institute of Steel Construction, Inc. (<strong>AISC</strong>) (1999), Seismic Provisions forStructural Steel Buildings Supplement No. 1, Chicago, IL.<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
280 REFERENCESAmerican Petroleum Institute (API) (1993), Recommended Practice for Planning, Designingand Constructing Fixed Offshore Platforms—Load and Resistance Factor Design,First Edition, July 1, 1993, Washington, D.C.American Society of Civil Engineers (ASCE) (1979), Structural Design of Tall SteelBuildings, New York, NY.American Society of Civil Engineers (ASCE) (1998), Minimum Design Loads for Buildingsand Other Structures, ASCE7-98, New York, NY.Ang, K. M., and Morris, G. A. (1984), “Analysis of Three-Dimensional Frames withFlexible Beam-Column Connections,” Canadian Journal of Civil Engineering, Vol.11, No. 2, pp. 245-254.ASCE Task Committee on Design Criteria for Composite Structures in Steel and Concrete(1992), “Proposed Specification for Structural Steel Beams with Web Openings,”Darwin, D., Chmn., Journal of Structural Engineering, ASCE, Vol. 118, No. ST12,December, pp. 3315-3324.ASCE Task Committee on Design Criteria for Composite Structures in Steel and Concrete(1992a), “Commentary on Proposed Specification for Structural Steel Beamswith Web Openings,” Darwin, D., Chmn., Journal of Structural Engineering, ASCE,Vol. 118, No. ST12, December, pp. 3325-3349.ASCE Task Committee on Effective Length (1997), Effective Length and Notional LoadApproaches for Assessing Frame Stability: Implications for American Steel Design,ASCE, Reston, VA.Joint ASCE-AASHTO Committee on Flexural Members (1968), “Design of Hybrid SteelBeams,” Report of Subcommittee 1, Journal of the Structural Division, ASCE, Vol. 94,No. ST6, June, pp. 1397-1426.Aslani, F., and Goel, S. C. (1991), “An Analytical Criteria for Buckling Strength ofBuilt-Up Compression Members,” Engineering Journal, <strong>AISC</strong>, Vol. 28, No. 4, 4thQuarter, pp. 159-168.ATC (1978), Tentative Provisions for the Development of Seismic Regulations for Buildings,ATC Publication 3-06, June.Austin, W. J. (1961), “Strength and Design of Metal Beam-Columns,” Journal of theStructural Division, ASCE, Vol. 87, No. ST4, April, pp. 1-32.Basler, K. (1961), “Strength of Plate Girders in Shear,” Journal of the Structural Division,ASCE, Vol. 104, No. ST9, October, pp. 151-180.Bendigo, R. A., Hansen, R. M., and Rumpf, J. L. (1963), “Long Bolted Joints,” Journal ofthe Structural Division, ASCE, Vol. 89, No. ST6, December, pp. 187-213.Bergfelt, A. (1971), Studies and Tests on Slender Plate Girders Without Stiffeners, March.Bigos, J., Smith, G. W., Ball, E. F., and Foehl, P. J. (1954), “Shop Paint and Painting Practice,”Proceedings of <strong>AISC</strong> National Engineering Conference, Milwaukee, WI.Birkemoe, P. C., and Gilmor, M. I. (1978), “Behavior of Bearing-Critical Double-AngleBeam Connections,” Engineering Journal, <strong>AISC</strong>, Vol. 15, No. 4, 4th Quarter, pp.109-115.<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. J3.] BOLTS AND THREADED PARTS
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Sect. J3.] BOLTS AND THREADED PARTS
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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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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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App. K3.] DESIGN FOR CYCLIC LOADING
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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 155f vVAwnTABLE 8-
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NUMERICAL VALUES 157hf vVAwnTABLE 9
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NUMERICAL VALUES 159f 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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- Page 316 and 317: REFERENCES 283Fielding, D. J., and
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