REFERENCES 285Johnson, D. L. (1985), “An Investigation into the Interaction of Flanges and Webs inWide-Flange Shapes,” Proceedings 1985 Annual Technical Session, Cleveland, OH,Structural Stability Research Council, Lehigh University, Bethlehem, PA.Johnson, D. L. (1996), Final Report on Tee Stub Tests, Butler Research Report,Grandview, MO, May.Johnston, B. G. (1939), Pin-Connected Plate Links, 1939 ASCE Transactions.Johnston, B. G., and Deits, G. R. (1942) “Tests of Miscellaneous Welded Building Connections,”Welding Journal, American Welding Society, November, p. 5.Johnston, B. G., and Green, L. F. (1940), “Flexible Welded Angle Connections,” TheWelding Journal, American Welding Society, October.Jones, J. (1940), “Static Tests on Riveted Joints,” Civil Engineering, ASCE, May.Kanchanalai, T. (1977), The Design and Behavior of Beam-Columns in Unbraced SteelFrames, AISI Project No. 189, Report No. 2, Civil Engineering/Structures ResearchLab, University of Texas-Austin, TX, October.Kanchanalai, T., and Lu, L. W. (1979), “Analysis and Design of Framed Columns UnderMinor Axis Bending,” Engineering Journal, <strong>AISC</strong>, Vol. 16, No. 2, 2nd Quarter, pp.29-41.Kemp, A. R., and Trinchero, P. E. (1997), “Horizontal Shear Failures Around ConnectorsUsed With Steel Decking,” Composite Construction in Steel and Concrete III, ASCE,pp. 104-118.Kenny, J. R., Bruce, D. A., and Bjorhovde, R. (1994), “Removal of Yield Stress Limitationfor Composite Tubular Columns,” Engineering Journal, <strong>AISC</strong>, Vol. 31, No. 1, pp.1-11.Ketter, R. L. (1961), “Further Studies of the Strength of Beam-Columns,” Journal of theStructural Division, ASCE, Vol. 87, No. ST6, August, pp. 135-152.Kim, H. J., and Yura, J. A. (1996), The Effect of End Distance on the Bearing Strength ofBolted Connections, PMFSEL Report No. 96-1, University of Texas-Austin.Kirby, P. A., and Nethercot, D. A. (1979), Design for Structural Stability, John Wiley andSons, Inc., New York, NY.Kishi, N., and Chen, W. F. (1986), Data Base of Steel Beam-to-Column Connections, Vol.1 & 2, Structural Engineering Report No. CE-STR-86-26, School of Civil Engineering,Purdue University, West Lafayette, IN.Kitipornchai, S., and Trahair, N. S. (1980), “Buckling Properties of MonosymmetricI-Beams,” Journal of the Structural Division, ASCE, Vol. 109, No. ST5, May, pp.941-957.Kloppel, K., and Seeger, T. (1964), “Dauerversuche Mit Einsohnittigen Hv-VerbindurgenAus ST37,” Der Stahlbau, Vol. 33, No. 8, August 1964, pp. 225–245 and Vol. 33, No.11, November, pp. 335–346.Kulak, G. L., Fisher, J. W., and Struik, J. H. A. (1987), Guide to Design Criteria for Boltedand Riveted Joints, 2nd Edition, John Wiley & Sons, New York, NY.<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
286 REFERENCESLee, G. D., Morrell, M. L., and Ketter, R. L. (1972), “Design of Tapered Members,” WRCBulletin, No. 173, June.LeMessurier, W. J. (1976), “A Practical Method of Second Order Analysis, Part1—Pin-Jointed Frames,” Engineering Journal, <strong>AISC</strong>, Vol. 13, No. 4, 4th Quarter, pp.89-96.LeMessurier, W. J. (1977), “A Practical Method of Second Order Analysis, Part 2—RigidFrames,” Engineering Journal, <strong>AISC</strong>, Vol. 14, No. 2, 2nd Quarter, pp. 49-67.Leon, R. T. (1994), “Composite Semi-Rigid Construction,” Engineering Journal, <strong>AISC</strong>,Vol. 31. No. 2, pp. 57-67.Leon, R. T., Hoffman, J., and Staeger, T. (1996), Design of Partially-Restrained CompositeConnections, Steel Design Guide Series No. 9, <strong>AISC</strong>, Chicago, IL.Lewis, B. E., and Zwerneman, F. J. (1996), Edge Distance, Spacing, and Bearing inBolted Connections, Oklahoma State University, July.Lesik, D. F., and Kennedy, D. J. L. (1990), “Ultimate Strength of Fillet Welded ConnectionsLoaded in Plane,” Canadian Journal of Civil Engineering, National ResearchCouncil of Canada, Ottawa, Canada, Vol. 17, No. 1.Lorenz, R. F., Kato, B., and Chen, W. F. (Eds.) (1993), Semi-Rigid Connections in SteelFrames, Council for Tall Buildings and Urban Habitat (CTBUH), Lehigh University,Bethlehem, PA.Lyse, I., and Schreiner (1935), “An Investigation of Welded Seat Angle Connections,”Welding Journal, February, p. 1.Lyse, I., and Gibson, G. J. (1937), “Effect of Welded Top Angles on Beam-Column Connections,”Welding Journal, October.Marino, F. J. (1966), “Ponding of Two-Way Roof Systems,” Engineering Journal, <strong>AISC</strong>,Vol. 3, No. 3, 3rd Quarter, pp. 93-100.Morrell, M. L., and Lee, G. C. (1974), Allowable Stress for Web-Tapered Members, WRCBulletin 192, Welding Research Council, New York, NY, February.Munse, W. H., and Chesson, Jr., E., (1963), “Riveted and Bolted Joints: Net Section Design,”Journal of the Structural Division, ASCE, Vol. 89, No. ST1, February, pp.49-106.Murray, T. M., Allen, D. E., and Ungar, E. E. (1997), Floor Vibrations Due to Human Activity,Steel Design Guide Series No. 11, <strong>AISC</strong>, Chicago, IL.Murray, T. M., Kline, D. P., and Rojani, K. B. (1992), “Use of Snug-Tightened Bolts inEnd-Plate Connections,” in Connections in Steel Structures II, R. Bjorhovde, A.Colson, G. Haaijer, and J. W. B. Stark, (eds.), <strong>AISC</strong>, Chicago, IL.NEHRP (1997), NEHRP Recommended Provisions for the Development of Seismic Regulationsfor New Buildings, Federal Emergency Management Agency Report, FEMA302, Washington, D. C.Nethercot, D. A. (1985), Steel Beam to Column Connections—A Review of Test Data andTheir Applicability to the Evaluation of the Joint Behaviour of the Performance of SteelFrames, CIRIA, London, England.<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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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. 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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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. 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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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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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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