AISC LRFD 1.pdf

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Sect. A6.] REFERENCED CODES AND STANDARDS 72. Limit StatesLRFD is a method of proportioning structures so that no applicable limit state isexceeded when the structure is subjected to all appropriate factored loadcombinations.Strength limit states are related to safety and concern maximum load carryingcapacity. Serviceability limit states are related to performance under normal serviceconditions. The term “resistance” includes both strength limit states and serviceabilitylimit states.3. Design for StrengthThe required strength shall be determined for each applicable load combination asstipulated in Section A4.The design strength of each structural component or assemblage shall equal orexceed the required strength based on the factored loads. The design strength R nfor each applicable limit state is calculated as the nominal strength R n multiplied bya resistance factor . Nominal strengths R n and resistance factors are given inChapters D through K.4. Design for Serviceability and Other ConsiderationsThe overall structure and the individual members, connections, and connectorsshall be checked for serviceability. Provisions for design for serviceability aregiven in Chapter L.A6. REFERENCED CODES AND STANDARDSThe following documents are referenced in this Specification:ACI International (ACI)Building Code Requirements for Structural Concrete and Commentary, ACI318-99Metric Building Code Requirements for Structural Concrete and Commentary,ACI 318M-99American Institute of Steel Construction, Inc. (AISC)Code of Standard Practice for Steel Buildings and Bridges, 2000Seismic Provisions for Structural Steel Buildings, 1997Seismic Provisions for Structural Steel Buildings Supplement No. 1, 1999Specification for Structural Steel Buildings-Allowable Stress Design and PlasticDesign, 1989Specification for Load and Resistance Factor Design of Single-Angle Members,1993Specification for the Design of Steel Hollow Structural Sections, 1997Specification for the Design, Fabrication and Erection of Steel Safety RelatedStructures for Nuclear Facilities, 1994American Iron and Steel Institute (AISI)Specification for the Design of Cold-Formed Steel Structural Members, 1996Specification for the Design of Cold-Formed Steel Structural Members, SupplementNo. 1, 1999LRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8 REFERENCED CODES AND STANDARDS [Sect. A6.American Society of Civil Engineers (ASCE)Minimum Design Loads for Buildings and Other Structures, ASCE 7-98American Society of Mechanical Engineers (ASME)Fasteners for Use in Structural Applications, ASME B18.2.6-96Surface Texture, Surface Roughness, Waviness, and Lay, ASME B46.1-85American Society for Testing and Materials (ASTM)ASTM A6/A6M-2000 ASTM A27/A27M-95ASTM A36/A36M-97a ASTM A53/A53M-99bASTM A148/A148M-93b ASTM A193/A193M-99ASTM A194/A194M-98b ASTM A242/A242M-98ASTM A307-97 ASTM A325-97ASTM A325M-97 ASTM A354-98ASTM A370-97a ASTM A449-93ASTM A490-97ASTM A490M-93ASTM A500-99 ASTM A501-99ASTM A502-93ASTM A514/A514M-94aASTM A529/A529M-96 ASTM A563-97ASTM A563M-97 ASTM A568/568M-98ASTM A570/A570M-98 ASTM A572/A572M-99ASTM A588/A588M-97a ASTM A606-98ASTM A607-96 ASTM A618-99ASTM A668/A668M-96 ASTM A673/A673M-95ASTM A709/A709M-97b ASTM A751-96ASTM A847-99aASTM A852/A852M-97ASTM A913/A913M-97 ASTM A992/A992M-98ASTM C33-97 ASTM C330-97ASTM F436-93ASTM F436M-93ASTM F606-98ASTM F606M-95bASTM F959-96ASTM F959M-97ASTM F1554-99 ASTM F1852-98American Welding Society (AWS)AWS D1.1:2000AWS A5.25/A5.25M-97AWS A5.17/A5.17M-98 AWS A5.29-98AWS A5.23/A5.23M-97 AWS A5.5-96AWS A5.28-96AWS A5.20-95AWS A5.1-91AWS A5.26/A5.26M-97AWS A5.18-93AWS A5.32/A5.32M-97Research Council on Structural Connections (RCSC)Load and Resistance Factor Design Specification for Structural Joints UsingASTM A325 or A490 Bolts, 1994A7. DESIGN DOCUMENTSThe design drawings shall show a complete design with sizes, sections, and relativelocations of all members. Floor levels, column centers and offsets shall bedimensioned. Drawings shall be drawn to a scale large enough to show the informationclearly.Design documents shall indicate the type or types of construction as defined in Sec-LRFD 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 38 and 39: Sect. A3.] MATERIAL 5ASTM A449 bolt
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
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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
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
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Comm. J2.] WELDS 239(b) Plane 2-2,
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Comm. J3.] BOLTS AND THREADED PARTS
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Page 278 and 279:
Page 280 and 281:
Comm. J4.] DESIGN RUPTURE STRENGTH
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249Comm. KCHAPTER KCONCENTRATED FOR
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Comm. K1.] FLANGES AND WEBS WITH CO
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Comm. K1.] FLANGES AND WEBS WITH CO
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Comm. K2.] PONDING 255Even on the b
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257Comm. LCHAPTER LSERVICEABILITY D
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Comm. L5.] CORROSION 259orthotropic
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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
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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
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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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