AISC LRFD 1.pdf

More documents

Recommendations

Info

Sect. D3.] PIN-CONNECTED MEMBERS AND EYEBARS 25Either perforated cover plates or tie plates without lacing are permitted to be usedon the open sides of built-up tension members. Tie plates shall have a length not lessthan two-thirds the distance between the lines of welds or fasteners connectingthem to the components of the member. The thickness of such tie plates shall not beless than one-fiftieth of the distance between these lines. The longitudinal spacingof intermittent welds or fasteners at tie plates shall not exceed six in. (150 mm). Thespacing of tie plates shall be such that the slenderness ratio of any component in thelength between tie plates should preferably not exceed 300.D3. PIN-CONNECTED MEMBERS AND EYEBARS1. Pin-Connected Members1a. Design StrengthThe design strength of a pin-connected member, P n ,shall be the lowest value of thefollowing limit states:(a) Tension on the net effective area: = t = 0.75(D3-1)P n = 2tb eff F u(b) Shear on the effective area: = sf = 0.75(D3-2)P n = 0.6A sf F u(c) For bearing on the projected area of the pin, see Section J8.(d) For yielding in the gross section, use Equation D1-1.whereA sf = 2t(a + d / 2), in. 2 (mm 2 )a = shortest distance from edge of the pin hole to the edge of the member measuredparallel to the direction of the force, in. (mm)b eff =2t + 0.63, in. (= 2t + 16, mm) but not more than the actual distance from theedge of the hole to the edge of the part measured in the direction normal tothe applied forced = pin diameter, in. (mm)t = thickness of plate, in. (mm)1b. Detailing RequirementsThe pin hole shall be located midway between the edges of the member in the directionnormal to the applied force. When the pin is expected to provide for relativemovement between connected parts while under full load, the diameter of the pinhole shall not be more than 1 32-in. (1 mm) greater than the diameter of the pin.The width of the plate beyond the pin hole shall not be less than 2b eff + d and the minimumextension, a, beyond the bearing end of the pin hole, parallel to the axis of themember, shall not be less than 1.33 x b eff .The corners beyond the pin hole are permitted to be cut at 45° to the axis of themember, provided the net area beyond the pin hole, on a plane perpendicular to the<strong>LRFD</strong> Specification for Structural Steel Buildings, December 27, 1999AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26 PIN-CONNECTED MEMBERS AND EYEBARS [Sect. D3.cut, is not less than that required beyond the pin hole parallel to the axis of themember.2. Eyebars2a. Design StrengthThe design strength of eyebars shall be determined in accordance with Section D1,with A g taken as the cross-sectional area of the body.For calculation purposes, the width of the body of the eyebars shall not exceed eighttimes its thickness.2b. Detailing RequirementsEyebars shall be of uniform thickness, without reinforcement at the pin holes, andhave circular heads whose periphery is concentric with the pin hole.The radius of transition between the circular head and the eyebar body shall not beless than the head diameter.The pin diameter shall not be less than seven-eighths times the eyebar body width,and the pin hole diameter shall not be more than 1 32-in (1 mm) greater than the pindiameter.For steels having F y greater than 70 ksi (485 MPa), the hole diameter shall notexceed five times the plate thickness and the width of the eyebar body shall bereduced accordingly.A thickness of less than 1 2-in. (13 mm) is permissible only if external nuts areprovided to tighten pin plates and filler plates into snug contact. The width from thehole edge to the plate edge perpendicular to the direction of applied load shall begreater than two-thirds and, for the purpose of calculation, not more thanthree-fourths times the eyebar body width.<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 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 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 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 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 156 and 157:
Page 158 and 159:
Page 160 and 161:
Page 162 and 163:
Page 164 and 165:
Page 166 and 167:
Page 168 and 169:
Page 170 and 171:
Page 172 and 173:
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 188 and 189:
Page 190 and 191:
NUMERICAL VALUES 157hf vVAwnTABLE 9
Page 192 and 193:
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
Page 206 and 207:
Comm. A5.] DESIGN BASIS 173where =
Page 208 and 209:
Comm. A5.] DESIGN BASIS 175( )bsln(
Page 210 and 211:
177Comm. BCHAPTER BDESIGN REQUIREME
Page 212 and 213:
Comm. B5.] LOCAL BUCKLING 179(c) Al
Page 214 and 215:
Comm. B5.] LOCAL BUCKLING 181load.
Page 216 and 217:
Comm. B7.] LIMITING SLENDERNESS RAT
Page 218 and 219:
Comm. C1.] SECOND ORDER EFFECTS 185
Page 220 and 221:
Comm. C1.] SECOND ORDER EFFECTS 187
Page 222 and 223:
Comm. C2.] FRAME STABILITY 189Buckl
Page 224 and 225:
Comm. C2.] FRAME STABILITY 191Notes
Page 226 and 227:
Comm. C2.] FRAME STABILITY 193Where
Page 228 and 229:
Comm. C3.] STABILITY BRACING 195age
Page 230 and 231:
Comm. C3.] STABILITY BRACING 197pla
Page 232 and 233:
Comm. C3.] STABILITY BRACING 199The
Page 234 and 235:
Comm. C3.] STABILITY BRACING 201Par
Page 236 and 237:
203Comm. ECHAPTER ECOLUMNS AND OTHE
Page 238 and 239:
Comm. E4.] BUILT-UP MEMBERS 205TABL
Page 240 and 241:
Comm. F1.] DESIGN FOR FLEXURE 207ha
Page 242 and 243:
Comm. F1.] DESIGN FOR FLEXURE 2092b
Page 244 and 245:
Comm. F4.] BEAMS AND GIRDERS WITH W
Page 246 and 247:
Comm. H2.] UNSYMMETRIC MEMBERS AND
Page 248 and 249:
Comm. I2.] COMPRESSION MEMBERS 215d
Page 250 and 251:
Comm. I3.] FLEXURAL MEMBERS 217may
Page 252 and 253:
Comm. I3.] FLEXURAL MEMBERS 219The
Page 254 and 255:
Comm. I3.] FLEXURAL MEMBERS 221wher
Page 256 and 257:
Comm. I3.] FLEXURAL MEMBERS 223proc
Page 258 and 259:
Comm. I4.] COMBINED COMPRESSION AND
Page 260 and 261:
Comm. I5.] SHEAR CONNECTORS 227tal
Page 262 and 263:
229Comm. JCHAPTER JCONNECTIONS, JOI
Page 264 and 265:
Comm. J1.] GENERAL PROVISIONS 231 P
Page 266 and 267:
Comm. J2.] WELDS 2332b. Limitations
Page 268 and 269:
Comm. J2.] WELDS 235When longitudin
Page 270 and 271:
Comm. J2.] WELDS 237due to cyclic f
Page 272 and 273:
Comm. J2.] WELDS 239(b) Plane 2-2,
Page 274 and 275:
Comm. J3.] BOLTS AND THREADED PARTS
Page 276 and 277:
Page 278 and 279:
Page 280 and 281:
Comm. J4.] DESIGN RUPTURE STRENGTH
Page 282 and 283:
249Comm. KCHAPTER KCONCENTRATED FOR
Page 284 and 285:
Comm. K1.] FLANGES AND WEBS WITH CO
Page 286 and 287:
Comm. K1.] FLANGES AND WEBS WITH CO
Page 288 and 289:
Comm. K2.] PONDING 255Even on the b
Page 290 and 291:
257Comm. LCHAPTER LSERVICEABILITY D
Page 292 and 293:
Comm. L5.] CORROSION 259orthotropic
Page 294 and 295:
Comm. M4.] ERECTION 261It is sugges
Page 296 and 297:
Comm. N4.] EVALUATION BY LOAD TESTS
Page 298 and 299:
Comm. N5.] EVALUATION REPORT 265N5.
Page 300 and 301:
267Comm. A-EAPPENDIX ECOLUMNS AND O
Page 302 and 303:
Comm. App. F3.] WEB-TAPERED MEMBERS
Page 304 and 305:
271Comm. A-GAPPENDIX GPLATE GIRDERS
Page 306 and 307:
273Comm. A-KAPPENDIX JCONNECTIONS,
Page 308 and 309:
Comm. J2.] WELDS 275found to be con
Page 310 and 311:
Comm. K3.] DESIGN FOR CYCLIC LOADIN
Page 312 and 313:
279ReferencesAckroyd, M. H., and Ge
Page 314 and 315:
REFERENCES 281Bjorhovde, R. (1972),
Page 316 and 317:
REFERENCES 283Fielding, D. J., and
Page 318 and 319:
REFERENCES 285Johnson, D. L. (1985)
Page 320 and 321:
REFERENCES 287Ollgaard, J. G., Slut
Page 322 and 323:
REFERENCES 289Zhou, S. P., and Chen
Page 324 and 325:
SUPPLEMENTARY BIBLIOGRAPHY 291Kotec
Page 326 and 327:
Metric Conversion Factors for Commo
show all

AISC LRFD 1.pdf

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?