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)

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Reinforced and Prestressed Concrete
Reinforced andPrestressedConcrete3rd editionFKKongMA, MSc, PhD, CEng, FICE, FIStructEProfessor of Structural EngineeringUniversity of Newcastle upon TyneRHEvansCBE, DSc, Des Sc, DTech, PhD, CEng, FICE, FIMEcHE, FIStructEEmeritus Professor of Civil EngineeringUniversity of LeedsSpringer-Science+ Business Media, B.V.
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
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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
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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
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Real behaviour of columns 75ultimat
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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
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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
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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:
Page 464 and 465:
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
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Program layout 46333133233333633533
Page 482 and 483:
Program layout 465&65&66&67&68&69no
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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
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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 512 and 513:
Appendix 2 Design tables and charts
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)

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