AISC LRFD 1.pdf

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App. K3.] DESIGN FOR CYCLIC LOADING (FATIGUE) 123æçMetric:lFèSR =æ14.4 ´ 10çè N11 0.333ö ö÷ ³ 68.9÷ø øBased upon crack initiation from the root of the weld the design stress range,F SR , on the tension loaded plate element using transverse partial-joint-penetrationgroove welds, with or without reinforcing or contouring fillet welds, thedesign stress range on the cross section at the toe of the weld shall be determinedby Equation A-K3.3 or A-K3.3M, Category C as follows:FSR= RPJPæ 44 ´ 10 8 0.333öç ÷è N ø(A-K3.3)æçMetric:lFèSR= 172 . RPJPæ14 4 ´ 10 11 0.333. ö öç ÷ ÷è N ø ø(A-K3.3M)where:R PJP = reduction factor for reinforced or non-reinforced transverse partialjoint-penetration(PJP) joints. Use Category C if R PJP = 1.0.2awt pæ æ065 059 2 a ö æ w ö öç . - . ç ÷ + 072 . ç ÷è t ø è ø÷p t p= ç÷ £10 .0.167t p ÷çèø= the length of the non-welded root face in the direction of the thicknessof the tension-loaded plate, in. (mm)= the leg size of the reinforcing or contouring fillet, if any, in thedirection of the thickness of the tension-loaded plate, in. (mm)= thickness of tension loaded plate, in. (mm)Based upon crack initiation from the roots of a pair of transverse fillet welds onopposite sides of the tension loaded plate element the design stress range, F SR ,on the cross section at the toe of the welds shall be determined by EquationA-K3.4 or A-K3.4M, Category C as follows:FSR= RFILæ 44 ´ 10 8 0.333öç ÷è N ø(A-K3.4)æçMetric:lFèSR= 172 . RFILæ14 4 ´ 10 11 0.333. ö öç ÷ ÷è N ø ø(A-K3.4M)whereR FIL = reduction factor for joints using a pair of transverse fillet welds only.Use Category C if R FIL = 1.0.006 . + 072( . w/t p)æ= çèt0.167pö÷ £ 10 .ø<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
124 DESIGN FOR CYCLIC LOADING (FATIGUE) [App. K3.4. Bolts and Threaded PartsThe range of stress at service loads shall not exceed the stress range computed asfollows.(a) For mechanically fastened connections loaded in shear, the maximum range ofstress in the connected material at service loads shall not exceed the designstress range computed using Equation A-K3.1 where C f and F TH are taken fromSection 2 of Table A-K3.1.(b) For high-strength bolts, common bolts, and threaded anchor rods with cut,ground or rolled threads, the maximum range of tensile stress on the net tensilearea from applied axial load and moment plus load due to prying action shallnot exceed the design stress range computed using Equation A-K3.1 orA-K3.1M. The factor C f shall be taken as 3.9 10 8 (as for category E). Thethreshold stress, F TH shall be taken as 7 ksi (48 MPa) (as for category D). Thenet tensile area is given by Equation A-K3.5 and A-K3.6M.At20.9743öç db÷p æ= -4 ènø(A-K3.5)æMetric bolts : A p ( 0.9382 ) 2 öç t= db- Pè4÷ø(A-K3.6M)whereP = pitch, mm per threadd b = the nominal diameter (body or shank diameter), in. (mm)n = threads per in.For joints in which the material within the grip is not limited to steel or joints whichare not tensioned to the requirements of Table J3.1 or J3.1M, all axial load andmoment applied to the joint plus effects of prying action (if any) shall be assumed tobe carried exclusively by the bolts or rods.For joints in which the material within the grip is limited to steel and which aretensioned to the requirements of Table J3.1 or J3.1M, an analysis of the relativestiffness of the connected parts and bolts shall be permitted to be used to determinethe tensile stress range in the pretensioned bolts due to the total service live load andmoment plus effects of prying action. Alternatively, the stress range in the boltsshall be assumed to be equal to the stress on the net tensile area due to 20 percent ofthe absolute value of the service load axial load and moment from dead, live andother loads.5. Special Fabrication and Erection RequirementsLongitudinal backing bars are permitted to remain in place, and if used, shall becontinuous. If splicing is necessary for long joints, the bar shall be joined with completepenetration butt joints and the reinforcement ground prior to assembly in thejoint.In transverse joints subject to tension, backing bars, if used, shall be removed andthe joint back gouged and welded.<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=
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Sect. F2.] DESIGN FOR SHEAR 35Lpd
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37Chap. GCHAPTER GPLATE GIRDERSI-sh
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Sect. H3.] ALTERNATIVE INTERACTION
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Sect. I2.] COMPRESSION MEMBERS 41ti
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Sect. I3.] FLEXURAL MEMBERS 434. Lo
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Sect. I3.] FLEXURAL MEMBERS 45welde
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Sect. I5.] SHEAR CONNECTORS 47A c =
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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
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 118 and 119: Sect. M5.] QUALITY CONTROL 85The fa
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
Page 174 and 175: NUMERICAL VALUES 141TABLE 2ItemShap
Page 176 and 177: NUMERICAL VALUES 143Klr123456789101
Page 178 and 179: NUMERICAL VALUES 145TABLE 3-50Desig
Page 180 and 181: NUMERICAL VALUES 147TABLE 4Values o
Page 182 and 183: NUMERICAL VALUES 149TABLE 5 (cont
Page 184 and 185: NUMERICAL VALUES 151TABLE 7Values o
Page 186 and 187: NUMERICAL VALUES 153f vVAwnTABLE 8-
Page 190 and 191: NUMERICAL VALUES 157hf vVAwnTABLE 9
Page 194 and 195: NUMERICAL VALUES 161ht wf vVAwnTABL
Page 196 and 197: 163COMMENTARYon the Load and Resist
Page 198 and 199: Comm. A2.] TYPES OF CONSTRUCTION 16
Page 200 and 201: Comm. A3.] MATERIAL 167and Chen, 19
Page 202 and 203: Comm. A3.] MATERIAL 169than the ant
Page 204 and 205: 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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