AISC LRFD 1.pdf

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Sect. A3.] MATERIAL 3Cold-Formed Welded and Seamless High-Strength, Low-Alloy Structural Tubing withImproved Atmospheric Corrosion Resistance, ASTM A847and Quenched-and-Tempered Alloy Structural Steel Plates for Bridges,ASTM A709/A709MQuenched and Tempered Low-Alloy Structural Steel Plate with 70 ksi (485 MPa)Minimum Yield Strength to 4 in. (100 mm) Thick, ASTM A852/A852MHigh-Strength Low-Alloy Steel Shapes of Structural Quality, Produced byQuenching and Self-Tempering Process (QST), ASTM A913/A913MSteel for Structural Shapes for Use in Building Framing, ASTM A992/A992MCertified mill test reports or certified reports of tests made by the fabricator or a testinglaboratory in accordance with ASTM A6/A6M, Standard Specification forGeneral Requirements for Rolled Structural Steel Bars, Plates, Shapes, and SheetPiling or A568/A568M, Standard Specification for Steel, Sheet, Carbon, andHigh-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, General Requirementsfor, as applicable, shall constitute sufficient evidence of conformity with one of theabove ASTM standards. If requested, the fabricator shall provide an affidavit statingthat the structural steel furnished meets the requirements of the grade specified.1b. Unidentified SteelUnidentified steel, if surface conditions are acceptable according to criteria containedin ASTM A6/A6M, is permitted to be used for unimportant members ordetails, where the precise physical properties and weldability of the steel would notaffect the strength of the structure.1c. Heavy ShapesFor ASTM A6/A6M Group 4 and 5 rolled shapes to be used as members subject toprimary tensile stresses due to tension or flexure, toughness need not be specified ifsplices are made by bolting. If such members are spliced using complete-joint-penetrationgroove welds, the steel shall be specified in the contract documents to besupplied with Charpy V-notch (CVN) impact testing in accordance with ASTMA6/A6M, Supplementary Requirement S5. The impact test shall meet a minimumaverage value of 20 ft-lbs. (27 J) absorbed energy at +70°F (+21°C) and shall beconducted in accordance with ASTM A673/A673M, with the followingexceptions:(1) The center longitudinal axis of the specimens shall be located as near as practicalto midway between the inner flange surface and the center of the flangethickness at the intersection with the web mid-thickness.(2) Tests shall be conducted by the producer on material selected from a locationrepresenting the top of each ingot or part of an ingot used to produce the productrepresented by these tests.For plates exceeding two-in. (50 mm) thick used for built-up cross-sections withbolted splices and subject to primary tensile stresses due to tension or flexure, materialtoughness need not be specified. If such cross-sections are spliced using complete-joint-penetrationwelds, the steel shall be specified in the contract documentsto be supplied with Charpy V-notch testing in accordance with ASTM A6/A6M,Supplementary Requirement S5. The impact test shall be conducted by the producerin accordance with ASTM A673/A673M, Frequency P, and shall meet a minimumaverage value of 20 ft-lbs. (27 J) absorbed energy at +70°F (+21°C).The above supplementary requirements also apply when complete-joint-penetra-<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTIONErrata9/4/01
4 MATERIAL [Sect. A3.ion welded joints through the thickness of ASTM A6/A6M Group 4 and 5 shapesand built-up cross sections with thickness exceeding two in. (50 mm) are used inconnections subjected to primary tensile stress due to tension or flexure of suchmembers. The requirements need not apply to ASTM A6/A6M Group 4 and 5shapes and built-up members with thickness exceeding two in. (50 mm) to whichmembers other than ASTM A6/A6M Group 4 and 5 shapes and built-up membersare connected by complete-joint- penetration welded joints through the thicknessof the thinner material to the face of the heavy material.Additional requirements for joints in heavy rolled and built-up members are givenin Sections J1.5, J1.6, J2.6, J2.8 and M2.2.2. Steel Castings and ForgingsCast steel shall conform to one of the following standard specifications:Steel Castings, Carbon, for General Application, ASTM A27/A27M, Gr. 65-35(450-240)Steel Castings, High Strength, for Structural Purposes, ASTM A148/148M Gr.80-50 (550-345)Steel forgings shall conform to the following standard specification:Steel Forgings Carbon and Alloy, for General Industrial Use, ASTM A668/A668MCertified test reports shall constitute sufficient evidence of conformity withstandards.3. Bolts, Washers, and NutsSteel bolts, washers, and nuts shall conform to one of the following standardspecifications:Carbon and Alloy Steel Nuts for Bolts for High-Pressure or High-TemperatureService, or Both, ASTM A194/A194MCarbon Steel Bolts and Studs, 60,000 PSI Tensile Strength, ASTM A307Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength,ASTM A325High-Strength Bolts for Structural Steel Joints [Metric], ASTM A325MQuenched and Tempered Steel Bolts and Studs, ASTM A449Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength, ASTMA490High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints[Metric], ASTM A490MCarbon and Alloy Steel Nuts, ASTM A563Carbon and Alloy Steel Nuts [Metric], ASTM A563MHardened Steel Washers, ASTM F436Hardened Steel Washers [Metric], ASTM F436MCompressible-Washer-Type Direct Tension Indicators for Use with StructuralFasteners, ASTM F959Compressible-Washer-Type Direct Tension Indicators for Use with StructuralFasteners [Metric], ASTM F959M“Twist Off” Type Tension Control Structural Bolt/Nut/Washer Assemblies,Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength, ASTM F1852<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 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
Page 84 and 85: 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
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
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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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