AISC LRFD 1.pdf

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1CHAPTER AGENERAL PROVISIONSA1. SCOPEThe Load and Resistance Factor Design Specification for Structural Steel Buildingsshall govern the design, fabrication, and erection of steel-framed buildings. Asan alternative, the AISC Specification for Structural Steel Buildings, AllowableStress Design and Plastic Design is permitted.This Specification includes the list of symbols, the glossary, and the appendices.The tables of numerical values are provided for design convenience.Seismic design of buildings shall comply with the AISC Seismic Provisions forStructural Steel Buildings, Seismic Provisions Supplement No. 1, and with thisSpecification.Single angle members shall comply with the Specification for Load and ResistanceFactor Design of Single-Angle Members and with this Specification.Hollow structural sections (HSS) shall comply with the Specification for theDesign of Steel Hollow Structural Sections and with this Specification.Design of nuclear structures shall comply with the Specification for the Design,Fabrication and Erection of Steel Safety Related Structures for Nuclear Facilitiesand with this Specification.As used in this Specification, the term structural steel refers to the steel elements ofthe structural steel frame essential to the support of the required loads. Such elementsare enumerated in Section 2.1 of the AISC Code of Standard Practice forSteel Buildings and Bridges. For the design of cold-formed steel structural members,whose profiles contain rounded corners and slender flat elements, the provisionsof the American Iron and Steel Institute Specification for the Design ofCold-Formed Steel Structural Members are recommended.A2. TYPES OF CONSTRUCTIONTwo basic types of construction and associated design assumptions shall be permittedunder the conditions stated herein, and each will govern in a specific manner thestrength of members and the types and strength of their connections.Type FR (fully restrained), commonly designated as “rigid-frame” (continuousframe), assumes that connections have sufficient stiffness to maintain the anglesbetween intersecting members.Type PR (partially restrained) assumes that connections have insufficient stiffnessto maintain the angles between intersecting members. When connection restraint isconsidered, use of Type PR construction under this Specification requires that theLRFD Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2 TYPES OF CONSTRUCTION [Sect. A2.strength, stiffness and ductility characteristics of the connections be incorporatedin the analysis and design. These characteristics shall be documented in the technicalliterature or established by analytical or experimental means.When connection restraint is ignored, commonly designated “simple framing,” it isassumed that for the transmission of gravity loads the ends of the beams and girdersare connected for shear only and are free to rotate. For “simple framing” the followingrequirements apply:(1) The connections and connected members shall be adequate to resist thefactored gravity loads as “simple beams.”(2) The connections and connected members shall be adequate to resist thefactored lateral loads.(3) The connections shall have sufficient inelastic rotation capacity to avoid overloadof fasteners or welds under combined factored gravity and lateral loading.The type of construction assumed in the design shall be indicated on the design documents.The design of all connections shall be consistent with the assumption.A3. MATERIAL1. Structural Steel1a. ASTM DesignationsMaterial conforming to one of the following standard specifications is approved foruse under this Specification:Carbon Structural Steel, ASTM A36/A36MPipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless ASTMA53/A53M, Gr. BHigh-Strength Low-Alloy Structural Steel, ASTM A242/A242MCold-Formed Welded and Seamless Carbon Steel Structural Tubing in Roundsand Shapes, ASTM A500Hot-Formed Welded and Seamless Carbon Steel Structural Tubing, ASTM 501High-Yield-Strength, Quenched and Tempered Alloy Steel Plate, Suitable forWelding, ASTM A514/A514MHigh-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529MSteel, Sheet and Strip, Carbon, Hot-Rolled, Structural Quality, ASTM A570/A570M, Gr. 40 (275), 45 (310), and 50 (345)High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality,ASTM A572/A572MHigh-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) MinimumYield Point to 4-in. (100 mm) Thick, ASTM A588/A588MSteel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled,with Improved Atmospheric Corrosion Resistance, ASTM A606Steel, Sheet and Strip, High-Strength, Low-Alloy, Columbium or Vanadium, orBoth, Hot-Rolled and Cold-Rolled, ASTM A607Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing,ASTM A618Carbon and High-Strength Low-Alloy Structural Steel Shapes, Plates and BarsLRFD 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 36 and 37: Sect. A3.] MATERIAL 3Cold-Formed We
Page 38 and 39: Sect. A3.] MATERIAL 5ASTM A449 bolt
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
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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(
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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
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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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