AISC LRFD 1.pdf

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Sect. M5.] QUALITY CONTROL 85The fabricator shall receive copies of all reports furnished to the purchaser by theinspection agency.3. Inspection of WeldingThe inspection of welding shall be performed in accordance with the provisions ofAWS D1.1 except as modified in Section J2.When visual inspection is required to be performed by AWS certified weldinginspectors, it shall be so specified in the design documents.When nondestructive testing is required, the process, extent, and standards ofacceptance shall be clearly defined in the design documents.4. Inspection of Slip-Critical High-Strength Bolted ConnectionsThe inspection of slip-critical high-strength bolted connections shall be in accordancewith the provisions of the RCSC Load and Resistance Factor Design Specificationfor Structural Joints Using ASTM A325 or A490 Bolts.5. Identification of SteelThe fabricator shall be able to demonstrate by a written procedure and by actualpractice a method of material application and identification, visible at least throughthe “fit-up” operation, of the main structural elements of a shipping piece.The identification method shall be capable of verifying proper material applicationas it relates to:(1) Material specification designation(2) Heat number, if required(3) Material test reports for special requirements<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
86Chap. NCHAPTER NEVALUATION OF EXISTING STRUCTURESThis chapter applies to the evaluation of the strength and stiffness under static vertical(gravity) loads of existing structures by structural analysis, by load tests, or by a combinationof structural analysis and load tests when specified by the Engineer of Record or inthe contract documents. For such evaluation, the steel grades are not limited to thoselisted in Section A3.1. This chapter does not address load testing for the effects of seismicloads or moving loads (vibrations).N1. GENERAL PROVISIONSThese provisions shall be applicable when the evaluation of an existing steel structureis specified for (a) verification of a specific set of design loadings or (b) determinationof the design strength of a load resisting member or system. The evaluationshall be performed by structural analysis (Section N3), by load tests (SectionN4), or by a combination of structural analysis and load tests, as specified in thecontract documents. Where load tests are used, the Engineer of Record shall firstanalyze the structure, prepare a testing plan, and develop a written procedure to preventexcessive permanent deformation or catastrophic collapse during testing.N2. MATERIAL PROPERTIES1. Determination of Required TestsThe Engineer of Record shall determine the specific tests that are required fromSection N2.2 through N2.6 and specify the locations where they are required.Where available, the use of applicable project records shall be permitted to reduceor eliminate the need for testing.2. Tensile PropertiesTensile properties of members shall be considered in evaluation by structural analysis(Section N3) or load tests (Section N4). Such properties shall include the yieldstress, tensile strength, and percent elongation. Where available, certified mill testreports or certified reports of tests made by the fabricator or a testing laboratory inaccordance with ASTM A6/A6M or A568/A568M, as applicable, shall be permittedfor this purpose. Otherwise, tensile tests shall be conducted in accordance withASTM A370 from samples cut from components of the structure.3. Chemical CompositionWhere welding is anticipated for repair or modification of existing structures, thechemical composition of the steel shall be determined for use in preparing a weldingprocedure specification (WPS). Where available, results from certified mill testreports or certified reports of tests made by the fabricator or a testing laboratory in<strong>LRFD</strong> 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=
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
Page 90 and 91: Sect. J2.] WELDS 57Types of Weld an
Page 92 and 93: Sect. J3.] BOLTS AND THREADED PARTS
Page 100 and 101: Sect. J4.] DESIGN RUPTURE STRENGTH
Page 102 and 103: Sect. J8.] BEARING STRENGTH 69J6. F
Page 104 and 105: 71Chap. KCHAPTER KCONCENTRATED FORC
Page 106 and 107: Sect. K1.] FLANGES AND WEBS WITH CO
Page 108 and 109: For P u 0.4P yR v = 0.60F y d c t
Page 110 and 111: Sect. K3.] DESIGN FOR CYCLIC LOADIN
Page 112 and 113: 79Chap. LCHAPTER LSERVICEABILITY DE
Page 114 and 115: 81Chap. MCHAPTER MFABRICATION, EREC
Page 116 and 117: Sect. M4.] ERECTION 83(2) Bottom su
Page 120 and 121: Sect. N3.] EVALUATION BY STRUCTURAL
Page 122 and 123: 89App. BAPPENDIX BDESIGN REQUIREMEN
Page 124 and 125: App. B5.] LOCAL BUCKLING 914kc=h/tw
Page 126 and 127: App. B5.] LOCAL BUCKLING 93é0.877
Page 128 and 129: App. E3.] DESIGN COMPRESSIVE STRENG
Page 130 and 131: App. F1.] DESIGN FOR FLEXURE 97For
Page 132 and 133: App. F1.] DESIGN FOR FLEXURE 99TABL
Page 134 and 135: App. F1.] DESIGN FOR FLEXURE 101Cri
Page 136 and 137: App. F3.] WEB-TAPERED MEMBERS 103j
Page 138 and 139: App. F3.] WEB-TAPERED MEMBERS 105Fw
Page 140 and 141: 107App. GAPPENDIX GPLATE GIRDERSThi
Page 142 and 143: App. G3.] DESIGN SHEAR STRENGTH 109
Page 144 and 145: App. G5.] FLEXURE-SHEAR INTERACTION
Page 146 and 147: App. H3.] ALTERNATIVE INTERACTION E
Page 148 and 149: 115App. JAPPENDIX JCONNECTIONS, JOI
Page 150 and 151: App. J3.] BOLTS AND THREADED PARTS
Page 152 and 153: App. K2.] PONDING 119æçMetric:lC
Page 154 and 155: App. K3.] DESIGN FOR CYCLIC LOADING
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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
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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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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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