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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Notation xvnVtminVtuVuwkwkXXtYtzZt (Zz)zaa coneaca, Ia,z{3f3a{3hf3concf3sif3szyYtYmEfcv(!e'r!v= permissible torsional shear stress for concrete only= maximum permissible torsional shear stress for reinforcedsection= maximum permissible shear stress for reinforced section= characteristic wind load= characteristic wind load (distributed)= neutral axis depth= smaller centre-to-centre dimension of a link= larger centre-to-centre dimension of a link= elastic sectional modulus=elastic sectional modulus referred to bottom (top) face ofsection= lever-arm distance= Nlfcubh; a ratio; an angle; prestress loss ratio= N( concrete )lfcubh=modular ratio EJ Ec=N (A~t)lfcubh= N (AsZ)Ifcubh= Mlfcubh 2 ; biaxial bending coefficient (Table 7.3-1); bondcoefficient (Table 6.6-1); a ratio; an angle; inclinationof shear reinforcement or prestressing tendon=slender column coefficient (eqn 7.4-5 and Table 7.5-1)= moment redistribution ratio ( eqns 4. 7-1 and 4. 7-2): M (c~ncrete)/{cubh 2- M (Ast)ffcubh= M (A~z)lfcubh 2= a ratio; an angle; a partial safety factor= partial safety factor for loads= partial safety factor for materials=strain= concrete compressive strain at compression face ofsection= concrete creep strain=concrete shrinkage; shrinkage strain= ultimate concrete strain in compression ( = 0.0035 forBS 8110)= concrete strain when peak stress is reached= tensile strain in tension reinforcement= compressive strain in compression reinforcement=compressive strain in column reinforcementA~ 1= compressive strain in column reinforcement A, 2= angle of torsional rotation per unit length= vector representing rotation of rigid region A (signconvention: left-hand screw rule)= Poisson's ratio= tension steel ratio (A sf bd)= compression steel ratio (A~/ bd)= web steel ratio (A,vf bd)
xviiiacpcjJ 1Notation= standard deviation=bar size; an angle; creep coefficient=torsion function (eqns 6.8-1 to 6.8-3); acute anglemeasured anticlockwise from yield line to momentaxis
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 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
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DoE mix design method 55(a) The mix
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DoE mix design method 57always happ
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DoE mix design method 59For a given
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Step2Statistics and target mean str
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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
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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
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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
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Characteristics of some proposed st
Page 112 and 113:
Characteristics of some proposed st
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BS 8110 design charts-their constru
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Page 118 and 119:
Page 120 and 121:
Page 122 and 123:
Derivation of design formulae 105co
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Derivation of design formulae 1010
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Step(b)Find lever arm z. From Fig.
Page 128 and 129:
Design procedure for rectangular be
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Page 132 and 133:
Page 134 and 135:
Page 136 and 137:
Design formulae and procedure-BS 81
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Page 140 and 141:
so thatDesign formulae and procedur
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Page 144 and 145:
Flanged beantS 127d' 60x = (0.45)(7
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Flanged beams 129(4.8-2)When using
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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
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Design details (BS 81 10) 145(a) Wh
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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
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Calculation of crack widths (BS 81
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Page 210 and 211:
Page 212 and 213:
Problems 195moment-area method, whi
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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
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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
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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
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Effects of tors ion reinforcement 2
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Design practice (BS 8110) 231of bea
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Structural behaviour 233CUrve II(Un
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Table 6.11-1 Torsional shear stress
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Torsional resistance in design calc
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Page 258 and 259:
Page 260 and 261:
(b) From Table 6.11-1,Viu = 5 N/mm
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References 2452TVt = 2hmin[hmax - (
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References 247beams with web openin
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Principles of column interaction di
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Page 270 and 271:
rr-b--j_ld'• A~ •• TPrinciple
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ThereforeN = afcubh = 0.219 X 40 X
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Page 276 and 277:
(c)e = 200 mm. Thereforee/h = 200/5
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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
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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
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Page 294 and 295:
Page 296 and 297:
Slender columns (BS 8110) 279height
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Slender columns (BS 81 10) 281K = 1
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M 1 = Nemin where emin = (0.05)(400
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Slender columns (BS 8110) 285Asc =
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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
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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( . .
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Design of slabs (BS 8110) 327(a) 0.
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Problems 329Problems8.1 In yield-li
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References 331(a)(b)Problem8.5reinf
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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
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Loss of prestress 349therefore wher
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Loss of prestress 351The equilibriu
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Loss of prestress 353p. 113 of Refe
Page 372 and 373:
The ultimate limit state: flexure (
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TT~b1--400-l''Th ~ -illj -r-· Aps.
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Page 378 and 379:
Page 380 and 381:
The ultimate limit state: shear (BS
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The ultimate limit state: shear (BS
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= 400 - 1893 sin 3° = 301 kNCase 2
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Short-term and long-term deflection
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Page 390 and 391:
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Problems 375Step3Determine the perm
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Problem 377Example 9.8-2 and compar
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References 37914 Guyon, Y. Limit-st
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Primary and secondary moments 381A~
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Analysis of prestressed continuous
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Analysis of prestressed continuous
Page 404 and 405:
Linear transformation and tendon co
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Rule2Linear transformation and tend
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Applying the concept of the line of
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Summary of design procedure 393dePT
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(k:,~:J100100kN 100kN 100kN~ ~ ~ ~S
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Summary of design procedure 397(b)(
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Problems 399modulus is 78 x 10 6 mm
Page 418 and 419:
Chapter 11Practical design and deta
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7000f = 460 N/mm 2yLoads-including
Page 422 and 423:
Materials and practical considerati
Page 424 and 425:
Analysis of framed structure (BS 81
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Page 428 and 429:
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Braced frame analysis 41336 kN/m an
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---"'s::....I:>;:s"The symmetry of
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Table 11.4-4 Moment distributionBra
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11.4(c) Unbraced frame analysisUnbr
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Unbraced frame analysis 421IOkN J 5
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Unbraced frame analysis 423loading
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0iDesign and detailing-illustrative
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Design load F = 1.4gk + 1.6qkStep 3
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CASE IDesign and detailing-illustra
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Design and· detailing-illustrative
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leyfb = 4000/380 = 10.5 < 15Design
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Job No.: 1959/65/67Trinity and Newn
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Typical reinforcement details 453Co
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References 45512 Mayfield, B., Kong
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Program layout 457the efforts to ma
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Program layout 4596566676869707l727
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Program layout 46119819920020120220
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Program layout 46333133233333633533
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Program layout 465&65&66&67&68&69no
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599600601'602603 1000 FORMAT6046056
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How to run the programs 469numbers
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Worked example 471(2) External docu
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Program NMDDOE 473The rectanqular s
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12.3 Computer program for Chapter 3
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Program BDFLCK 477materials and the
Page 496 and 497:
Program BSHEAR 479characteristic st
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Program RCIDSR 481The input data fo
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Program CTDMUB 483CommentThe comple
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12. 7(e)Program SRCRPR 485Program S
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Program SSH EAR 487123' 56789101112
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Program PBSUSH 489123'5678910111213
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References 491The input data for th
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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
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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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