AISC LRFD 1.pdf

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Sect. J2.] WELDS 55For end-loaded fillet welds with a length up to 100 times the leg dimension, it is permittedto take the effective length equal to the actual length. When the length of theend-loaded fillet weld exceeds 100 times the weld size, the effective length shall bedetermined by multiplying the actual length by the reduction factor, ,where = 1.2 – 0.002(L/w) 1.0L = actual length of end-loaded weld, in. (mm)w = weld leg size, in. (mm)(J2-1)When the length of the weld exceeds 300 times the leg size, the value of shall betaken as 0.60.Intermittent fillet welds may be used to transfer calculated stress across a joint orfaying surfaces when the strength required is less than that developed by a continuousfillet weld of the smallest permitted size, and to join components of built-upmembers. The effective length of any segment of intermittent fillet welding shall benot less than four times the weld size, with a minimum of 1 1 2 -in. (38 mm).In lap joints, the minimum amount of lap shall be five times the thickness of thethinner part joined, but not less than one in. (25 mm). Lap joints joining plates orbars subjected to axial stress that utilize transverse fillet welds only shall be filletwelded along the end of both lapped parts, except where the deflection of the lappedparts is sufficiently restrained to prevent opening of the joint under maximumloading.Fillet weld terminations are permitted to extend to the ends or sides of parts or bestopped short or boxed except as limited by the following:(1) For lap joints in which one part extends beyond an edge subject to calculatedtensile stress, fillet welds shall terminate not less than the size of the weld fromthat edge.(2) For connections and structural elements with cyclic forces, normal tooutstanding legs, of frequency and magnitude that would tend to cause aprogressive fatigue failure initiating from a point of maximum stress at the endof the weld, fillet welds shall be returned around the corner for a distance notless than the smaller of two times the weld size or the width of the part.(3) For connections whose design requires flexibility of the outstanding legs, ifend returns are used, their length shall not exceed four times the nominal sizeof the weld.(4) Fillet welds joining transverse stiffeners to plate girder webs shall end not lessthan four times nor more than six times the thickness of the web from the webtoe of the web-to-flange welds, except where the ends of stiffeners are weldedto the flange.(5) Fillet welds, which occur on opposite sides of a common plane, shall be interruptedat the corner common to both welds.Fillet welds in holes or slots may be used to transmit shear in lap joints or to preventthe buckling or separation of lapped parts and to join components of built-up<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
56 WELDS [Sect. J2.members. Such fillet welds may overlap, subject to the provisions of Section J2.Fillet welds in holes or slots are not to be considered plug or slot welds.3. Plug and Slot Welds3a. Effective AreaThe effective shearing area of plug and slot welds shall be considered as the nominalcross-sectional area of the hole or slot in the plane of the faying surface.3b. LimitationsPlug or slot welds are permitted to be used to transmit shear in lap joints or toprevent buckling of lapped parts and to join component parts of built-up members.The diameter of the holes for a plug weld shall not be less than the thickness of thepart containing it plus 5 16-in. (8 mm), rounded to the next larger odd 1 16-in. (evenmm), nor greater than the minimum diameter plus 1 8-in.(3 mm) or 2 1 4 times thethickness of the weld.The minimum center-to-center spacing of plug welds shall be four times thediameter of the hole.The length of slot for a slot weld shall not exceed 10 times the thickness of the weld.The width of the slot shall be not less than the thickness of the part containing it plus5 16 -in. (8 mm) rounded to the next larger odd 1 16-in. (even mm), nor shall it be largerthan 2 1 4 times the thickness of the weld. The ends of the slot shall be semicircular orshall have the corners rounded to a radius of not less than the thickness of the partcontaining it, except those ends which extend to the edge of the part.The minimum spacing of lines of slot welds in a direction transverse to their lengthshall be four times the width of the slot. The minimum center-to-center spacing in alongitudinal direction on any line shall be two times the length of the slot.The thickness of plug or slot welds in material 5 8-in. (16 mm) or less in thicknessshall be equal to the thickness of the material. In material over 5 8-in. (16 mm) thick,the thickness of the weld shall be at least one-half the thickness of the material butnot less than 5 8-in. (16 mm).4. Design StrengthThe design strength of welds shall be the lower value of (a) F BM A BM and (b) F w A w ,when applicable. The values of , F BM , and F w and limitations thereon are given inTable J2.5,whereF BM = nominal strength of the base material, ksi (MPa)F w = nominal strength of the weld electrode, ksi (MPa)A BM = cross-sectional area of the base material, in. 2 (mm 2 )A w = effective cross-sectional area of the weld, in. 2 (mm 2 ) = resistance factorAlternatively, fillet welds loaded in-plane are permitted to be designed in accordancewith Appendix J2.4.<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
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.
Page 86 and 87: Sect. J2.] WELDS 53Welding ProcessT
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 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
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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
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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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