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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504 IndexFactor of safety 13, 14, 15Failure criteria, concrete 40Fan mechanism 318Final setting time 19Fine aggregate 21Fineness of cement 19Fire resistancebeams 146columns 78slabs 328Flanged section 127deftection control 169effective width 127transverse (secondary) steel 128,143Flexural stiffness (rigidity) EI 179,234,369,371,407Flexure-shear cracks 200Floor load, reduction of 405Flowcharts (see Computer application)Footings 454Frame analysisbraced 412unbraced 419Free water 50Full anchorage bond length 145,222Gel/space ratio 27Grade of concrete 406Hardening of concrete 19Heat of hydration 19Hillerborg's strip method 319Hognestad's stress block 92Hooks or bends 222,495Ideal tendon profile 345Imposed load 14,403reduction for ftoors 405Indirect tensile strength 25Initial setting time 19Instability 144, 286columns 275deep beams 220Interactionbending and axialload 103biaxial bending and axialload 271diagrams for columns 254, 266, 272torsion and bending 231,232torsion and shear 232, 233torsion, bending and shear 231,233Interface shear transfer 202Isotropically reinforced slabs 298Johansen's stepped yield criterion294,296Laplengthminimum lap length 144required lap length 144,145Level of significance 10Lever arm, factor 89,103BS 8110 simplified block 104,111,118,124BS 8110's limit on zId 103design tables (BS 8110) 111,124Lightweight aggregates 21Lightweight concrete 21Limit design 136Limit state design 2, 15Limits for main steelbeams 142,143columns 76slabs 326, 327Line of pressure (thrust) 381, 391Linear transformation 387Links 77,143,206,211Links, anchorage of 143Links, spacing 143,211,236Loading 14,401dead 14,402,405imposed 14,403,405wind 14,419Loading arrangement (BS 8110)continuous beams 409continuous slabs 410Local bond 223Long-term deftectionprestressed beams 371reinforced beams 175,182Loss of prestress 348creep 351elastic deformation 350multi-Ievel strands 354relaxation 349shrinkage 350Lower-bound theorem 319Maturity of concrete 28Maximum barspacing 144,173,174,326Maximum cement content 40Maximum moments diagram 139, 141,434Maximum prestressing force 339Member sizing 402Membrane analogy for torsion 226
Index 505Microcomputer (see Computer)Minimum bar spacing 144Minimum cement content 39Minimum design dead load 14Minimum eccentricity (columns) 265Minimum lap length 144Minimum links 143,210Minimum prestressing force 339Mix design 49basic principles 50DoE method 54Road Note No. 4 method 50Modular ratio 72, 180Modulus of elasticity 38, 72concrete 38, 180prestressing tendons 361reinforcement bars 69,72Modulus of rupture 26Moment-area theorem 175Moment-axis notation 294Moment redistribution 120, 133redistribution ratio 120, 137redistribution percentage 121Moment vector notation 296Neutral axis depth, factor 86,89,159BS 8110 simplified block 96,105,111,124design tab les (BS 8110) 111,124Nominal are a 76Nominal (concrete) cover 39,40Nominallinks (see Minimum links)Nominal shear stress 199Non-destructive testing 44Non-evaporable water 26Normal moment in slab 295Normal probability distribution 7,8Openings in deep beams 220Ordinary Portland cement 19Orthotropically reinforced slab 298Over-reinforced beams 89,96Parabola, properties of 151,152Partial prestressing 333Partially cracked section (BS 8110)164Partial safety factors 13, 14, 15Permeability of concrete 39Permissible pressure (thrust) zone 391Permissible shear stress 210Permissible tendon zone 343Perry-Robertson formula 289Plastic design, plastic hinge 133, 136Plastic moment of resistance 133Plastic theory of structures 303,319Poisson's ratio of concrete 38Portal method 422Post-tensioning 335Preliminary analysis and sizing 402Prestressed concrete beams 333class 1, 2, 3 members 333computer application 488deflections, long-term 371deflections, short-term 369design procedure 374, 393design procedure (simplified) 376design tab les (BS 8110) 337, 347,354generalflexuraltheory 355ideal tendon profile 345loss of prestress 348prestress loss ratio 336strength, flexural (BS 8110) 354strength, shear (BS 8110) 362,365strength, torsion (BS 8110) 368Prestressed continuous beams 380Prestressing tendonscharacteristic breaking load 334characteristic strength 13modulus of elasticity 361Pre-tensioning 334Primary moment 380Primary tension (compression)failure 92Primary torsion 224Probability 3Program listings (see Computerapplication)Rapid-hardening Portland cement 19,20Rebound hardness test 45Rectangular stress block (BS8110) 95,96Redistribution of moments 120, 133moment redistribution ratio, Pb120, 127moment redistribution %, P% 121Reinforcementanchorage bond length 45, 222areas, tables of 494bar mark 82,214bending dimensions (BS 4466) 496,497bending schedule 452
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Reinforced and Prestressed Concrete
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First edition 1975Reprinted three t
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viContents3 Axially loaded reinforc
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viii Contents9.5 The ultimate limit
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Preface to the Third EditionThe thi
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NotationThe symbols are essentially
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Notationxvhmax (hmin)IMMadd=larger
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Notation xvnVtminVtuVuwkwkXXtYtzZt
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Chapter 1Limit state design concept
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Statistical concepts 3occur in prac
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Statistical concepts 5results in th
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Statistical concepts 7an important
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Statistical concepts 9Example 1.3-1
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Statistical concepts 11these limits
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Partial safety factors 13proof stre
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Limit state design and the classica
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ReferencesReferences 171 Harris, Si
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Cement 19composition of Portland ce
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Aggregates 21Mortar cubes3-day comp
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Aggregates 23of concrete mainly ind
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2.5(a)Strength of concreteStrength
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Strength of concrete 21- Ordinary P
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Creep and its prediction 29..EE....
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Creep and its prediction 31humidity
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Shrinkage and its prediction 33read
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Shrinkage and its prediction 35The
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2.5(d) Elasticity and Poisson's rat
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Durability of concrete 39(a) an upp
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Failure criteria for concrete 41e.g
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Failure criteria for concrete 43v,0
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Non-destructive testing of concrete
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Assessment of workability 47fSlump
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Principles of concrete mix design 4
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Traditional mix design method 51req
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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
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References 65(where 1.64a is the cu
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References 6732 Shacklock, B. W. Co
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Stress/strain characteristics of st
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Real behaviour of columns 71with a
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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
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References 83(a) Bar mark[ffJ IbJBa
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Chapter4Reinforced concrete beamsth
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A general theory for ultimate flexu
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Beams with reinforcement having a d
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Beams with reinforcement having a d
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Characteristics of some proposed st
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Characteristics of some proposed st
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BS 8110 design charts-their constru
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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.
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Design procedure for rectangular be
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Design formulae and procedure-BS 81
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so thatDesign formulae and procedur
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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 (
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Moment redistribution-the fundament
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Design details (BS 81 10) 143(d) Tr
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Design details (BS 81 10) 145(a) Wh
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Problems 151effects of torsion have
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Problems 153where z values are give
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References 155theory of structures.
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Elastic theory: cracked, uncracked
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-(I)Elastic theory: cracked, uncrac
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Deflection control in design (BS 81
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Deflection control in design (BS 81
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The actual span/depth ratio = (11 m
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Calculation of short-term and long-
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StepSCalculation of short-term and
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Calculation of crack widths (BS 811
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Calculation of crack widths (BS 81
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Problems 195moment-area method, whi
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References 19719 ACI Committee 224.
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Shear failure of beams without shea
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(c)Shear failure of beams without s
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VI-iShear failure of beams without
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Effects of shear reinforcement 205F
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Effects of shear reinforcement 207A
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Shear resistance in design calculat
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Shear resistance in design ca/cu/at
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Table 6.4-2 Values of A.vl Sv (mm)f
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Shear resistance in design calculat
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From Table 6.4-2, useSize 12 links
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Shear strength of deep beams 219ver
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Bond and anchorage (BS 8110) 221lat
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Bond and anchorage (BS 8110) 223Tab
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Torsion in plain concrete beams 225
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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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(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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rr-b--j_ld'• A~ •• TPrinciple
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ThereforeN = afcubh = 0.219 X 40 X
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(c)e = 200 mm. Thereforee/h = 200/5
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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
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Biaxial bending-the technical backg
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Additional moment due to slender co
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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
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Problems 289refers to a particular
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References 29111 Beeby, A. W. The D
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Yield-line analysis 2938.2 Yield-li
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Johansen's stepped yield criterion
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8.4 Energy dissipation in a yield l
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ThereforeEnergy dissipation in a yi
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Energy dissipation in a yield line
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Energy dissipation in a yield line
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Energy dissipation for a rigid regi
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m 1 [projection of eh on m1 moment
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Hil/erborg's strip method 319can be
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Hillerborg's strip method 321indica
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Hillerborg's strip method 323respec
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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
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Stresses in service: elastic theory
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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
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The ultimate limit state: flexure (
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TT~b1--400-l''Th ~ -illj -r-· Aps.
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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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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
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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
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Chapter 11Practical design and deta
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7000f = 460 N/mm 2yLoads-including
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Materials and practical considerati
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Analysis of framed structure (BS 81
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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
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 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 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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