F. K. Kong MA, MSc, PhD, CEng, FICE, FIStructE, R. H. Evans CBE, DSc, D ès Sc, DTech, PhD, CEng, FICE, FIMechE, FIStructE (auth.)-Reinforced and Prestressed Concrete-Springer US (1987)

Recommendations

Info

Appendix 2 Design tables and charts 495Bar fy= 250 N/mm 2 Jy = 460 N/mm 2siz.0 r n h r n h8 100 100 100 10010 100 100 100 11012 100 11030100 1401620100 150 100 18020 100 180 110 22025 130 230 180 350J2 160 29040230 45040 200 360 280 560Fig. A2-1 Minimum bend and hook allowances (mm)-BS 4466
496 Appendix 2 Design tab les and chartsShapecodeMethod ofmeasurementOimensionstobe given inbar scheduleTotal lengthof bar20321-- A----Ih--1~{: A--IstraightcAAA+h3334353738r----.hh"'"vf7 A5n'),.!:Q===='V'~ A---In~LA=S'nI~r~B~!Jrr~r~I--B =:rTIc "")AAAAL-AL-.JBI{A+2hA+nA+ 2nA+B +C- r - 2041{{A+B+Cif CIt~45'A+B +C -r-20if O(> 45 oo = bar sizeh} n ond r: see Fig. A2 -1Fig. A2-2(a) Bending dimensions-BS 4466
Page 2 and 3:
Reinforced and Prestressed Concrete
Page 4 and 5:
First edition 1975Reprinted three t
Page 6 and 7:
viContents3 Axially loaded reinforc
Page 8 and 9:
viii Contents9.5 The ultimate limit
Page 10 and 11:
Preface to the Third EditionThe thi
Page 12 and 13:
NotationThe symbols are essentially
Page 14 and 15:
Notationxvhmax (hmin)IMMadd=larger
Page 16 and 17:
Notation xvnVtminVtuVuwkwkXXtYtzZt
Page 18 and 19:
Chapter 1Limit state design concept
Page 20 and 21:
Statistical concepts 3occur in prac
Page 22 and 23:
Statistical concepts 5results in th
Page 24 and 25:
Statistical concepts 7an important
Page 26 and 27:
Statistical concepts 9Example 1.3-1
Page 28 and 29:
Statistical concepts 11these limits
Page 30 and 31:
Partial safety factors 13proof stre
Page 32 and 33:
Limit state design and the classica
Page 34 and 35:
ReferencesReferences 171 Harris, Si
Page 36 and 37:
Cement 19composition of Portland ce
Page 38 and 39:
Aggregates 21Mortar cubes3-day comp
Page 40 and 41:
Aggregates 23of concrete mainly ind
Page 42 and 43:
2.5(a)Strength of concreteStrength
Page 44 and 45:
Strength of concrete 21- Ordinary P
Page 46 and 47:
Creep and its prediction 29..EE....
Page 48 and 49:
Creep and its prediction 31humidity
Page 50 and 51:
Shrinkage and its prediction 33read
Page 52 and 53:
Shrinkage and its prediction 35The
Page 54 and 55:
2.5(d) Elasticity and Poisson's rat
Page 56 and 57:
Durability of concrete 39(a) an upp
Page 58 and 59:
Failure criteria for concrete 41e.g
Page 60 and 61:
Failure criteria for concrete 43v,0
Page 62 and 63:
Non-destructive testing of concrete
Page 64 and 65:
Assessment of workability 47fSlump
Page 66 and 67:
Principles of concrete mix design 4
Page 68 and 69:
Traditional mix design method 51req
Page 70 and 71:
w/c ratio by weight: 0.40 3.7 3.3 2
Page 72 and 73:
DoE mix design method 55(a) The mix
Page 74 and 75:
DoE mix design method 57always happ
Page 76 and 77:
DoE mix design method 59For a given
Page 78 and 79:
Step2Statistics and target mean str
Page 80 and 81:
Statistics and target mean strength
Page 82 and 83:
References 65(where 1.64a is the cu
Page 84 and 85:
References 6732 Shacklock, B. W. Co
Page 86 and 87:
Stress/strain characteristics of st
Page 88 and 89:
Real behaviour of columns 71with a
Page 90 and 91:
Real behaviour of columns 73settles
Page 92 and 93:
Real behaviour of columns 75ultimat
Page 94 and 95:
Design details 77horizontally cast
Page 96 and 97:
Design and detailing-illustrative e
Page 98 and 99:
Page 100 and 101:
References 83(a) Bar mark[ffJ IbJBa
Page 102 and 103:
Chapter4Reinforced concrete beamsth
Page 104 and 105:
A general theory for ultimate flexu
Page 106 and 107:
Beams with reinforcement having a d
Page 108 and 109:
Beams with reinforcement having a d
Page 110 and 111:
Characteristics of some proposed st
Page 112 and 113:
Characteristics of some proposed st
Page 114 and 115:
BS 8110 design charts-their constru
Page 116 and 117:
Page 118 and 119:
Page 120 and 121:
Page 122 and 123:
Derivation of design formulae 105co
Page 124 and 125:
Derivation of design formulae 1010
Page 126 and 127:
Step(b)Find lever arm z. From Fig.
Page 128 and 129:
Design procedure for rectangular be
Page 130 and 131:
Page 132 and 133:
Page 134 and 135:
Page 136 and 137:
Design formulae and procedure-BS 81
Page 138 and 139:
Page 140 and 141:
so thatDesign formulae and procedur
Page 142 and 143:
Page 144 and 145:
Flanged beantS 127d' 60x = (0.45)(7
Page 146 and 147:
Flanged beams 129(4.8-2)When using
Page 148 and 149:
Flanged beams 131(b) If Kr of eqn (
Page 150 and 151:
Moment redistribution-the fundament
Page 152 and 153:
Page 154 and 155:
Page 156 and 157:
Page 158 and 159:
Page 160 and 161:
Design details (BS 81 10) 143(d) Tr
Page 162 and 163:
Design details (BS 81 10) 145(a) Wh
Page 164 and 165:
Page 166 and 167:
Page 168 and 169:
Problems 151effects of torsion have
Page 170 and 171:
Problems 153where z values are give
Page 172 and 173:
References 155theory of structures.
Page 174 and 175:
Elastic theory: cracked, uncracked
Page 176 and 177:
-(I)Elastic theory: cracked, uncrac
Page 178 and 179:
Page 180 and 181:
Page 182 and 183:
Page 184 and 185:
Page 186 and 187:
Deflection control in design (BS 81
Page 188 and 189:
Deflection control in design (BS 81
Page 190 and 191:
The actual span/depth ratio = (11 m
Page 192 and 193:
Calculation of short-term and long-
Page 194 and 195:
Page 196 and 197:
Page 198 and 199:
Page 200 and 201:
Page 202 and 203:
StepSCalculation of short-term and
Page 204 and 205:
Calculation of crack widths (BS 811
Page 206 and 207:
Calculation of crack widths (BS 81
Page 208 and 209:
Page 210 and 211:
Page 212 and 213:
Problems 195moment-area method, whi
Page 214 and 215:
References 19719 ACI Committee 224.
Page 216 and 217:
Shear failure of beams without shea
Page 218 and 219:
(c)Shear failure of beams without s
Page 220 and 221:
VI-iShear failure of beams without
Page 222 and 223:
Effects of shear reinforcement 205F
Page 224 and 225:
Effects of shear reinforcement 207A
Page 226 and 227:
Shear resistance in design calculat
Page 228 and 229:
Shear resistance in design ca/cu/at
Page 230 and 231:
Table 6.4-2 Values of A.vl Sv (mm)f
Page 232 and 233:
Shear resistance in design calculat
Page 234 and 235:
From Table 6.4-2, useSize 12 links
Page 236 and 237:
Shear strength of deep beams 219ver
Page 238 and 239:
Bond and anchorage (BS 8110) 221lat
Page 240 and 241:
Bond and anchorage (BS 8110) 223Tab
Page 242 and 243:
Torsion in plain concrete beams 225
Page 244 and 245:
Torsioll ill plaill cOllcrete beal1
Page 246 and 247:
Effects of tors ion reinforcement 2
Page 248 and 249:
Design practice (BS 8110) 231of bea
Page 250 and 251:
Structural behaviour 233CUrve II(Un
Page 252 and 253:
Table 6.11-1 Torsional shear stress
Page 254 and 255:
Torsional resistance in design calc
Page 256 and 257:
Page 258 and 259:
Page 260 and 261:
(b) From Table 6.11-1,Viu = 5 N/mm
Page 262 and 263:
References 2452TVt = 2hmin[hmax - (
Page 264 and 265:
References 247beams with web openin
Page 266 and 267:
Principles of column interaction di
Page 268 and 269:
Page 270 and 271:
rr-b--j_ld'• A~ •• TPrinciple
Page 272 and 273:
ThereforeN = afcubh = 0.219 X 40 X
Page 274 and 275:
Page 276 and 277:
(c)e = 200 mm. Thereforee/h = 200/5
Page 278 and 279:
Page 280 and 281:
Page 282 and 283:
BS 81IO design procedure 265Table 7
Page 284 and 285:
BS 8110 design procedure 267(b) In
Page 286 and 287:
BS 8110 design procedure 269yIT ·l
Page 288 and 289:
Biaxial bending-the technical backg
Page 290 and 291:
Additional moment due to slender co
Page 292 and 293:
Page 294 and 295:
Page 296 and 297:
Slender columns (BS 8110) 279height
Page 298 and 299:
Slender columns (BS 81 10) 281K = 1
Page 300 and 301:
M 1 = Nemin where emin = (0.05)(400
Page 302 and 303:
Slender columns (BS 8110) 285Asc =
Page 304 and 305:
Problems 2877.8 Computer programs(i
Page 306 and 307:
Problems 289refers to a particular
Page 308 and 309:
References 29111 Beeby, A. W. The D
Page 310 and 311:
Yield-line analysis 2938.2 Yield-li
Page 312 and 313:
Johansen's stepped yield criterion
Page 314 and 315:
Page 316 and 317:
Page 318 and 319:
8.4 Energy dissipation in a yield l
Page 320 and 321:
ThereforeEnergy dissipation in a yi
Page 322 and 323:
Energy dissipation in a yield line
Page 324 and 325:
Energy dissipation in a yield line
Page 326 and 327:
Energy dissipation for a rigid regi
Page 328 and 329:
Page 330 and 331:
Page 332 and 333:
Page 334 and 335:
m 1 [projection of eh on m1 moment
Page 336 and 337:
Hil/erborg's strip method 319can be
Page 338 and 339:
Hillerborg's strip method 321indica
Page 340 and 341:
Hillerborg's strip method 323respec
Page 342 and 343:
Design of slabs (BS 8110) 325( . .
Page 344 and 345:
Design of slabs (BS 8110) 327(a) 0.
Page 346 and 347:
Problems 329Problems8.1 In yield-li
Page 348 and 349:
References 331(a)(b)Problem8.5reinf
Page 350 and 351:
Chapter9Prestressed concrete simple
Page 352 and 353:
Stresses in service: elastic theory
Page 354 and 355:
Page 356 and 357:
Page 358 and 359:
Page 360 and 361:
Page 362 and 363:
Page 364 and 365:
Stresses at transfer 347(9.3-6)wher
Page 366 and 367:
Loss of prestress 349therefore wher
Page 368 and 369:
Loss of prestress 351The equilibriu
Page 370 and 371:
Loss of prestress 353p. 113 of Refe
Page 372 and 373:
The ultimate limit state: flexure (
Page 374 and 375:
TT~b1--400-l''Th ~ -illj -r-· Aps.
Page 376 and 377:
Page 378 and 379:
Page 380 and 381:
The ultimate limit state: shear (BS
Page 382 and 383:
The ultimate limit state: shear (BS
Page 384 and 385:
= 400 - 1893 sin 3° = 301 kNCase 2
Page 386 and 387:
Short-term and long-term deflection
Page 388 and 389:
Page 390 and 391:
Page 392 and 393:
Problems 375Step3Determine the perm
Page 394 and 395:
Problem 377Example 9.8-2 and compar
Page 396 and 397:
References 37914 Guyon, Y. Limit-st
Page 398 and 399:
Primary and secondary moments 381A~
Page 400 and 401:
Analysis of prestressed continuous
Page 402 and 403:
Analysis of prestressed continuous
Page 404 and 405:
Linear transformation and tendon co
Page 406 and 407:
Rule2Linear transformation and tend
Page 408 and 409:
Applying the concept of the line of
Page 410 and 411:
Summary of design procedure 393dePT
Page 412 and 413:
(k:,~:J100100kN 100kN 100kN~ ~ ~ ~S
Page 414 and 415:
Summary of design procedure 397(b)(
Page 416 and 417:
Problems 399modulus is 78 x 10 6 mm
Page 418 and 419:
Chapter 11Practical design and deta
Page 420 and 421:
7000f = 460 N/mm 2yLoads-including
Page 422 and 423:
Materials and practical considerati
Page 424 and 425:
Analysis of framed structure (BS 81
Page 426 and 427:
Page 428 and 429:
Page 430 and 431:
Braced frame analysis 41336 kN/m an
Page 432 and 433:
---"'s::....I:>;:s"The symmetry of
Page 434 and 435:
Table 11.4-4 Moment distributionBra
Page 436 and 437:
11.4(c) Unbraced frame analysisUnbr
Page 438 and 439:
Unbraced frame analysis 421IOkN J 5
Page 440 and 441:
Unbraced frame analysis 423loading
Page 442 and 443:
Page 444 and 445:
Page 446 and 447:
Page 448 and 449:
0iDesign and detailing-illustrative
Page 450 and 451:
Design load F = 1.4gk + 1.6qkStep 3
Page 452 and 453:
CASE IDesign and detailing-illustra
Page 454 and 455:
Design and· detailing-illustrative
Page 456 and 457:
Page 458 and 459:
Page 460 and 461:
Page 462 and 463: Design and detailing-illustrative e
Page 464 and 465: Design and detailing-illustrative e
Page 466 and 467: leyfb = 4000/380 = 10.5 < 15Design
Page 468 and 469: Job No.: 1959/65/67Trinity and Newn
Page 470 and 471: Typical reinforcement details 453Co
Page 472 and 473: References 45512 Mayfield, B., Kong
Page 474 and 475: Program layout 457the efforts to ma
Page 476 and 477: Program layout 4596566676869707l727
Page 478 and 479: Program layout 46119819920020120220
Page 480 and 481: Program layout 46333133233333633533
Page 482 and 483: Program layout 465&65&66&67&68&69no
Page 484 and 485: 599600601'602603 1000 FORMAT6046056
Page 486 and 487: How to run the programs 469numbers
Page 488 and 489: Worked example 471(2) External docu
Page 490 and 491: Program NMDDOE 473The rectanqular s
Page 492 and 493: 12.3 Computer program for Chapter 3
Page 494 and 495: Program BDFLCK 477materials and the
Page 496 and 497: Program BSHEAR 479characteristic st
Page 498 and 499: Program RCIDSR 481The input data fo
Page 500 and 501: Program CTDMUB 483CommentThe comple
Page 502 and 503: 12. 7(e)Program SRCRPR 485Program S
Page 504 and 505: Program SSH EAR 487123' 56789101112
Page 506 and 507: Program PBSUSH 489123'5678910111213
Page 508 and 509: References 491The input data for th
Page 510 and 511: Appendix 1 How to order program lis
Page 514 and 515: Appendix 2 Design tables and charts
Page 516 and 517: :: rn.:r'''' ',I~ '~~r I ' .., I ',
Page 518 and 519: 502 IndexBending moment envelope 13
Page 520 and 521: 504 IndexFactor of safety 13, 14, 1
Page 522 and 523: 506 Indexbends 222, 495bond,anchora
Page 524: 508 IndexJohansen's stepped yield c
show all

F. K. Kong MA, MSc, PhD, CEng, FICE, FIStructE, R. H. Evans CBE, DSc, D ès Sc, DTech, PhD, CEng, FICE, FIMechE, FIStructE (auth.)-Reinforced and Prestressed Concrete-Springer US (1987)

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

Delete template?

Save as template?