AISC LRFD 1.pdf

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Comm. I5.] SHEAR CONNECTORS 227tal shear to other less heavily stressed connectors. The important consideration isthat the total number of connectors be sufficient to develop the shear V h on eitherside of the point of maximum moment. The provisions of the LRFD Specificationare based upon this concept of composite action.In computing the design flexural strength at points of maximum negative bending,reinforcement parallel to the steel beam within the effective width of the slab maybe included, provided such reinforcement is properly anchored beyond the regionof negative moment. However, enough shear connectors are required to transfer theultimate tensile force in the reinforcement, from the slab to the steel beam.3. Strength of Stud Shear ConnectorsStudies have defined stud shear connector strength in terms of normal weight andlightweight aggregate concretes as a function of both concrete modulus of elasticityand concrete strength as given by Equation I5-1.Equation I5-1, obtained from Ollgaard et al. (1971), corresponds to Tables I4.1 andI4.2 in Section I4 of the 1989 AISC ASD Specification. Note that an upper boundon stud shear strength is the product of the cross-sectional area of the stud times itsultimate tensile strength.The LRFD Specification does not specify a resistance factor for shear connectorstrength. The resistance factor for the flexural strength of a composite beamaccounts for all sources of variability, including those associated with the shearconnectors.4. Strength of Channel Shear ConnectorsEquation I5-2 is a modified form of the formula for the strength of channel connectorsdeveloped by Slutter and Driscoll (1965). The modification has extended itsuse to lightweight concrete.6. Shear Connector Placement and SpacingUniform spacing of shear connectors is permitted except in the presence of heavyconcentrated loads.Studs not located directly over the web of a beam tend to tear out of a thin flangebefore attaining full shear-resisting capacity. To guard against this contingency, thesize of a stud not located over the beam web is limited to 2 1 2 times the flange thickness(Goble, 1968).The minimum spacing of connectors along the length of the beam, in both flat soffitconcrete slabs and in formed steel deck with ribs parallel to the beam, is six diameters;this spacing reflects development of shear planes in the concrete slab(Ollgaard et al., 1971). Since most test data are based on the minimum transversespacing of four diameters, this transverse spacing was set as the minimum permitted.If the steel beam flange is narrow, this spacing requirement may be achieved bystaggering the studs with a minimum transverse spacing of three diameters betweenthe staggered row of studs. The reduction in connector capacity in the ribs offormed steel decks is provided by the factor 085 . / N r , which accounts for thereduced capacity of multiple connectors, including the effect of spacing. Whendeck ribs are parallel to the beam and the design requires more studs than can beLRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
228 SHEAR CONNECTORS [Comm. I5.placed in the rib, the deck may be split so that adequate spacing is available for studinstallation. Figure C-I5.1 shows possible connector arrangements.I6. SPECIAL CASESTests are required for construction that falls outside the limits given in the Specification.Different types of shear connectors may require different spacing and otherdetailing than stud and channel connectors.Fig. C-I5.1. Shear connector arrangements.LRFD 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(
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
Page 230 and 231: Comm. C3.] STABILITY BRACING 197pla
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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
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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 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
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Page 280 and 281: Comm. J4.] DESIGN RUPTURE STRENGTH
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Page 284 and 285: Comm. K1.] FLANGES AND WEBS WITH CO
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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
Page 296 and 297: Comm. N4.] EVALUATION BY LOAD TESTS
Page 298 and 299: Comm. N5.] EVALUATION REPORT 265N5.
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Page 308 and 309: 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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