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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506 Indexbends 222, 495bond,anchorage 145,221,222bond, local 223characteristic strength 12, 97curtailment and anchorage 145,146,327density 405,406design strength 69, 97design stress/strain curve 69,97design yield strain 69detailing notation 82,214distance between bars (max.) 144,174,326distance between bars (min.) 144hooks 222, 495lap length 144, 145maximum steel ratio, beams 143maximum steel ratio, columns 76minimum steel ratio, beams 142,143minimum steel ratio, columns 76minimum steel ratio, slabs 326,327modulus of elasticity 69,72secondary reinforcement 326, 327,429service stress fs 171shear 204, 211size of bars 73, 82, 406, 494spacing (max.) 144,174,326spacing (min.) 144torsion 228, 235transverse (flanged beams) 128,143unit weight 405,406Resulting moment 380Rigid region 294, 308Road Note No. 4 method 50Robustness 412,429,442Rotation vector notation 301St Venant's torsion constant 225Sand-heap analogy 226Schmit rebound hammer 45Second moment of area 161,163,407Secondary moment 380Secondary reinforcement 326, 327,429Secondary torsion 224Serviceability !imit state 2, 156Service stress f. 171Setting time 19Shearbeams, prestressed 345,392beams, reinforced 198,209deep beams 218slabs 324transfer mechanism 202Shear centre 238Shear compression (tension)failure 201Shear force envelope 215,435Shear force tables (BS 8110)continuous beams 410continuous slabs 411Shear-span/depth ratio 200Shear reinforcement 204, 211Shear stress Ve 210Shear stress (max.) 210Short columns 68, 76Shrinkage curvature 181Shrinkage of concrete 33, 180loss of prestress due to 350Sieve analysis 23Sign conventionbending moment (sagging +ve) 333eccentricity of tendon 334moment vectors 296prestressed concrete 333rotation vectors 301shear force (Fig. 9.2-5(b» 345yield line 293Simplified stress block (BS 8110) 96,104,119Size of reinforcement bars 73,82,406,494Sizing, preliminary 402Slabscomputer-aided design (BS 8110)486computer application 486design 325design and detailing example 427,431design details (BS 8110) 326,328elastic analysis 325flexural strength (BS 8110) 292Hillerborg's strip method 319serviceabi!ity 325, 326shear (BS 8110) 324yield-line analysis 293Siender beams 144Siender columnsdesign procedure (BS 8110) 278instability failure 274material failure 275,286Siender deep beams 220Siump test 46, 47Soundness of cement 20
Index 507Space truss analogy 228Span/depth ratio 169,200,402Splitting tensile strength 25Standard deviation 6Statistics 3, 61Steel ratio 77, 88Stirrups (see Links)Strength of concrete 25, 61biaxial strength 41,42cube strength 25cylinder compressive strength 25cylinder splitting strength 25fiexural strength 25indirect tensile strength 25,26modulus of rupture 26splitting tensile strength 25tensile strength 25triaxial strength 43uniaxial strength 25,40Stress block 70, 87, 94, 96Stress/strain curvesconcrete 37, 70reinforcement 69,97Strip method, Hillerborg's 319Structural idealizationdeep beams 220Sub-frames 408Target mean strength 50, 61T-beams (see Flanged section)Tendons, eccentricity 334,336Tension reinforcement 86Theoretical cut-off point 145Ties for robustness 412,429,442Torsionbox and hollow sections 234design details (BS 8110) 236design method (BS 8110) 234fianged sections 234hollow sections 234membrane analogy 226plain concrete 224prestressed concrete 368reinforced concrete reinforcement228,235sand-heap analogy 226small sections 235space truss analogy 228torsion - bending interaction 231torsion-shear interaction 232Torsional rigidity (stiffness) 234Torsional shear stress 225,234,235Torsion function 225Transfer 335,346Transformation profile 387Transformed section 72, 158,407Transmission length 335Transverse reinforcement 128, 143fianged beams 128,143Triaxial stress state 43Truss analogy 206Twisting moment in slab 295Ultimate anchorage bond length 145,222Ultimate anchorage bond stress 221Ultimate fiexural strength 87, 105, 120deep beams 220prestressed beams 354,355Ultimate limit state 2, 85Ultimate strain of concrete 71,94,96Ultrasonic pulse method 44Unbraced frame analysis 419Uncracked section 163Under-reinforced beam 89,96Uniaxial compressive strength 25,40Uniaxial stress state 40Upper-bound theorem 303Ut tensio sic vis 85VB consistometer test 47VBtime 47Verulam letters 155,245Voids in concrete 27Water 24free 26,50,57evaporable 27non-evaporable 26Water/cement ratio 26,27,29Web crushing 207Web openings in deep beams 220Web reinforcement 204,211,219Web shear cracks 199Whitney's stress block 93Wind loading 419Workability 46,49Yield line 293, 301positive, negative 293Yie\d-line analysis 293component vector method 308concentrated load 316,317equilibrium method 319fan mechanism 318interaction, top and bottomsteel 307, 329isotropically reinforced slab 298
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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
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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 520 and 521: 504 IndexFactor of safety 13, 14, 1
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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