AISC LRFD 1.pdf

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Sect. A3.] MATERIAL 5ASTM A449 bolts are permitted to be used only in connections requiring bolt diametersgreater than 1 1 2-in. (38 mm) and shall not be used in slip-critical connections.Manufacturer’s certification shall constitute sufficient evidence of conformity withthe standards.4. Anchor Rods and Threaded RodsAnchor rods and threaded rod steel shall conform to one of the following standardspecifications:Carbon Structural Steel, ASTM A36/A36MAlloy Steel and Stainless Steel Bolting Materials for High-Temperature Service,ASTM A193/A193MQuenched and Tempered Alloy Steel Bolts, Studs and Other Externally ThreadedFasteners, ASTM A354High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTMA572/A572MHigh-Strength Low-Alloy Structural Steel with 50 ksi [345 MPa] MinimumYield Point to 4-in. [100 mm] Thick, ASTM A588/A588MAnchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength, ASTM F1554Threads on anchor rods and threaded rods shall conform to the Unified StandardSeries of ASME B18.2.6 and shall have Class 2A tolerances.Steel bolts conforming to other provisions of Section A3.3 are permitted as anchorrods. A449 material is acceptable for high-strength anchor rods and threaded rodsof any diameter.Manufacturer’s certification shall constitute sufficient evidence of conformity withthe standards.5. Filler Metal and Flux for WeldingFiller metals and fluxes shall conform to one of the following specifications of theAmerican Welding Society:Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding, AWSA5.1Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc Welding,AWS A5.5Specification for Carbon Steel Electrodes and Fluxes for Submerged ArcWelding, AWS A5.17/A5.17MSpecification for Carbon Steel Electrodes and Rods for Gas Shielded ArcWelding, AWS A5.18Specification for Carbon Steel Electrodes for Flux Cored Arc Welding, AWSA5.20Specification for Low-Alloy Steel Electrodes and Fluxes for Submerged ArcWelding, AWS A5.23/A5.23MSpecification for Carbon and Low-Alloy Steel Electrodes and Fluxes forElectroslag Welding, AWS A5.25/A5.25MSpecification for Carbon and Low-Alloy Steel Electrodes for ElectrogasWelding, AWS A5.26/A5.26MSpecification for Low-Alloy Steel Electrodes and Rods for Gas Shielded ArcWelding, AWS A5.28<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6 MATERIAL [Sect. A3.Specification for Low-Alloy Steel Electrodes for Flux Cored Arc Welding, AWSA5.29Specification for Welding Shielding Gases, AWS A5.32/A5.32MManufacturer’s certification shall constitute sufficient evidence of conformity withthe standards. Filler metals and fluxes that are suitable for the intended applicationshall be selected.6. Stud Shear ConnectorsSteel stud shear connectors shall conform to the requirements of Structural WeldingCode—Steel, AWS D1.1.Manufacturer’s certification shall constitute sufficient evidence of conformity withthe code.A4. LOADS AND LOAD COMBINATIONSThe nominal loads and factored load combinations shall be as stipulated by theapplicable code under which the structure is designed or dictated by the conditionsinvolved. In the absence of a code, the loads and factored load combinations,including impact and crane loads, shall be those stipulated in ASCE 7. For designpurposes, the loads stipulated by the applicable code or ASCE 7 shall be taken asnominal loads.A5. DESIGN BASIS1. Required Strength at Factored LoadsThe required strength of structural members and connections shall be determinedby structural analysis for the appropriate factored load combinations as stipulatedin Section A4.Design by either elastic or plastic analysis is permitted, except that design by plasticanalysis is permitted only for steels with specified minimum yield stresses notexceeding 65 ksi (450 MPa) and is subject to provisions of Sections B5.2, C1.1,C2.1a, C2.2a, E1.2, F1.3, H1, and I1.Beams and girders composed of compact sections, as defined in Section B5.1, andsatisfying the unbraced length requirements of Section F1.3 (including compositemembers) which are continuous over supports or are rigidly framed to columnsmay be proportioned for nine-tenths of the negative moments produced by the factoredgravity loading at points of support, provided that the maximum positivemoment is increased by one-tenth of the average negative moments. This reductionis not permitted for hybrid beams, members of A514/A514M steel, or momentsproduced by loading on cantilevers. If the negative moment is resisted by a columnrigidly framed to the beam or girder, the one-tenth reduction may be used in proportioningthe column for combined axial force and flexure, provided that the axialforce does not exceed c times 0.15A g F y ,whereA g = gross area, in. 2 (mm 2 )F y = specified minimum yield stress, ksi (MPa) c = resistance factor for compression<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 40 and 41: Sect. A6.] REFERENCED CODES AND STA
Page 42 and 43: Sect. A7.] DESIGN DOCUMENTS 9tion A
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
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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
Page 128 and 129:
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
Page 146 and 147:
App. H3.] ALTERNATIVE INTERACTION E
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115App. JAPPENDIX JCONNECTIONS, JOI
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App. J3.] BOLTS AND THREADED PARTS
Page 152 and 153:
App. K2.] PONDING 119æçMetric:lC
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App. K3.] DESIGN FOR CYCLIC LOADING
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Page 158 and 159:
Page 160 and 161:
Page 162 and 163:
Page 164 and 165:
Page 166 and 167:
Page 168 and 169:
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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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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 =
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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
Page 248 and 249:
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
Page 258 and 259:
Comm. I4.] COMBINED COMPRESSION AND
Page 260 and 261:
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
Page 272 and 273:
Comm. J2.] WELDS 239(b) Plane 2-2,
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Comm. J3.] BOLTS AND THREADED PARTS
Page 276 and 277:
Page 278 and 279:
Page 280 and 281:
Comm. J4.] DESIGN RUPTURE STRENGTH
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249Comm. KCHAPTER KCONCENTRATED FOR
Page 284 and 285:
Comm. K1.] FLANGES AND WEBS WITH CO
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Comm. K1.] FLANGES AND WEBS WITH CO
Page 288 and 289:
Comm. K2.] PONDING 255Even on the b
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257Comm. LCHAPTER LSERVICEABILITY D
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Comm. L5.] CORROSION 259orthotropic
Page 294 and 295:
Comm. M4.] ERECTION 261It is sugges
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Comm. N4.] EVALUATION BY LOAD TESTS
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Comm. N5.] EVALUATION REPORT 265N5.
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267Comm. A-EAPPENDIX ECOLUMNS AND O
Page 302 and 303:
Comm. App. F3.] WEB-TAPERED MEMBERS
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271Comm. A-GAPPENDIX GPLATE GIRDERS
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273Comm. A-KAPPENDIX JCONNECTIONS,
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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
Page 318 and 319:
REFERENCES 285Johnson, D. L. (1985)
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REFERENCES 287Ollgaard, J. G., Slut
Page 322 and 323:
REFERENCES 289Zhou, S. P., and Chen
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SUPPLEMENTARY BIBLIOGRAPHY 291Kotec
Page 326 and 327:
Metric Conversion Factors for Commo
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