| 000 | 08676nam a2200361 i 4500 | ||
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| 008 | 100318s2011 enka b 001 0 eng | ||
| 010 | _a2010007786 | ||
| 020 |
_a9780415493840 _qhardcover : alk. paper |
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| 020 |
_a0415493846 _qhardcover : alk. paper |
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| 020 |
_a9780203879399 _qebook |
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| 020 |
_a0203879392 _qebook |
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| 035 | _a(OCoLC)457164583 | ||
| 040 |
_aDLC _cDLC _dYDX _dBTCTA _dYDXCP _dBWK _dCDX |
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| 049 | _aBAUN_MERKEZ | ||
| 050 | 0 | 4 |
_aTA440 _b.G449 2011 |
| 082 | 0 | 0 | _222 |
| 100 | 1 |
_aGilbert, R. I., _d1950- |
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| 245 | 1 | 0 |
_aTime-dependent behaviour of concrete structures / _cRaymond Ian Gilbert and Gianluca Ranzi |
| 264 | 1 |
_aLondon ; _aNew York : _bSpon, _c2011. |
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| 300 |
_axix, 426 pages : _billustrations ; _c26 cm |
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| 336 |
_atext _btxt _2rdacontent |
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| 337 |
_aunmediated _bn _2rdamedia |
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| 338 |
_avolume _bnc _2rdacarrier |
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| 504 | _aIncludes bibliographical references and index | ||
| 505 | 0 | 0 |
_tContents _t Preface _t Acknowledgements _t Notation and sign convention _t1 Time-dependent deformation _t1.1 Background _t1.1.1 Concrete strain components _t1.1.2 Typical concrete strain magnitudes _t1.2 Creep of concrete _t1.2.1 Creep mechanisms and influencing factors _t1.2.2 Creep components _t1.2.3 Effects of ageing _t1.2.4 The creep coefficient, φ (t, τ), and the creep function, J (t, τ) _t1.2.5 The principle of superposition _t1.2.6 Tensile creep _t1.2.7 The effects of creep on structural behaviour _t1.3 Shrinkage of concrete _t1.3.1 Types of shrinkage _t1.3.2 Factors affecting shrinkage _t1.3.3 The effects of shrinkage on structural behaviour _t1.4 Time analysis - the basic problem _t1.5 References _t2 Material properties _t2.1 Concrete _t2.1.1 Introductory remarks _t2.1.2 Compressive and tensile strength _t2.1.3 Elastic modulus _t2.1.4 Creep coefficient _t2.1.5 Shrinkage strain _t2.2 Steel reinforcement _t2.2.1 General _t2.2.2 Conventional, non-prestressed reinforcement _t2.2.3 Prestressing steel _t2.3 References _t3 Design for serviceability - deflection and crack control _t3.1 Introduction _t3.2 Design objectives and criteria _t3.3 Design actions _t3.4 Design criteria for serviceability _t3.4.1 Deflection limits _t3.4.2 Crack width limits _t3.5 Maximum span-to-depth ratio - minimum thickness _t Example 3.1 _t3.6 Deflection control by simplified calculation _t3.6.1 Calculation of deformation _t3.6.2 Load versus deflection response of a reinforced concrete member _t3.6.3 Modular ratio theory _t3.6.4 AS 3600-2009 and ACI 318-08 _t3.6.4.1 Instantaneous deflection _t3.6.4.2 Time-dependent deflection _t Example 3.2 _t3.6.5 Eurocode 2 _t3.6.5.1 Instantaneous curvature _t3.6.5.2 Time-dependent curvature _t Example 3.3 _t3.6.6 Recommended simplified approach _t3.6.6.1 Instantaneous deflection _t3.6.6.2 Time-dependent creep-induced curvature _t3.6.6.3 Time-dependent shrinkage-induced curvature _t Example 3.4 _t3.7 Crack control _t3.7.1 General _t3.7.2 Simplified code-oriented approaches for flexural crack control _t3.7.2.1 Gergely and Lutz _t3.7.2.2 Frosch _t3.7.2.3 Eurocode 2 - 1992 _t3.7.2.4 Eurocode 2 - 2004 _t3.7.2.5 ACI 318-08 _t Example 3.5 _t3.7.3 Tension chord model for flexural cracking in reinforced concrete _t Example 3.6 _t Example 3.7 _t3.7.4 Model for direct tension cracking in restrained reinforced concrete _t Example 3.8 _t3.8 References _t4 Uncracked sections - axial loading _t4.1 Preamble _t4.2 The effective modulus method _t4.2.1 Formulation _t4.2.2 Example application (EMM) _t Example 4.1 _t4.3 The principle of superposition - step-by-step method (SSM) _t4.3.1 Formulation _t4.3.2 Example application (SSM) - Approach 1 _t4.3.2.1 At first loading (t = τO) _t4.3.2.2 At the end of the j-th time step (id est t = τj) _t Example 4.2 _t4.3.3 Example application (SSM) - Approach 2 _t Example 4.3 _t4.4 The age-adjusted effective modulus method (AEMM) _t4.4.1 Formulation _t4.4.2 Example application (AEMM) - Approach 1 _t4.4.3 Determination of the ageing coefficient _t Example 4.4 _t4.4.4 Example application (AEMM) - Approach 2 _t Example 4.5 _t4.5 The rate of creep method (RCM) _t4.5.1 Formulation _t4.5.2 Discussion _t4.5.3 Example application (RCM) _t Example 4.6 _t4.6 Comparison of methods of analysis _t4.7 References _t5 Uncracked sections - axial force and uniaxial bending _t5.1 Introductory remarks _t5.2 Overview of cross-sectional analysis _t5.3 Short-term analysis of reinforced or prestressed concrete cross-sections _t Example 5.1 _t Example 5.2 _t5.4 Long-term analysis of reinforced or prestressed concrete cross-sections using the age-adjusted effective modulus method (AEMM) _t Example 5.3 _t Example 5.4 _t5.5 Long-term analysis of reinforced and prestressed cross-sections using the step-by-step procedure _t Example 5.5 _t Example 5.6 _t5.6 Composite steel-concrete cross-sections _t Example 5.7 _t Example 5.8 _t5.7 Composite concrete-concrete cross-sections _t5.7.1 Short-term analysis _t5.7.2 Time analysis - AEMM _t Example 5.9 _t5.7.3 Time analysis - SSM _t Example 5.10 _t5.8 References _t6 Uncracked sections - axial force and biaxial bending _t6.1 Introduction _t6.2 Short-term analysis _t Example 6.1 _t Example 6.2 _t Example 6.3 _t6.3 Long-term analysis using the age-adjusted effective modulus method (AEMM) _t Example 6.4 _t Example 6.5 _t6.4 Long-term analysis using the step-by-step method _t7 Cracked sections _t7.1 Introductory remarks _t7.2 Short-term analysis _t7.2.1 Axial force and uniaxial bending _t Example 7.1 _t Example 7.2 _t7.2.2 Axial force and biaxial bending _t7.3 Time-dependent analysis (AEMM) _t7.3.1 Axial force and uniaxial bending _t Example 7.3 _t Example 7.4 _t7.3.2 Axial force and biaxial bending _t7.4 Short- and long-term analysis using the step-by-step method _t7.4.1 Axial force and uniaxial bending _t7.4.1.1 Instantaneous analysis _t7.4.1.2 Time analysis _t7.4.2 Axial force and biaxial bending _t7.5 References _t8 Members and structures _t8.1 Introductory remarks _t8.2 Deflection of statically determinate beams _t8.2.1 Deflection and axial shortening of uncracked beams _t Example 8.1 _t8.2.2 Control of deflection using non-prestressed reinforcement _t8.2.3 Deflection and axial shortening of cracked beams _t Example 8.2 _t8.3 Statically indeterminate beams and slabs _t8.3.1 Discussion _t8.3.2 Determination of redundants _t Example 8.3 _t Example 8.4 _t8.3.3 Effects of deformation or settlement at the supports _t Example 8.5 _t8.3.4 Further effects of creep in prestressed construction _t Example 8.6 _t8.4 Two-way slab systems _t8.4.1 Discussion _t8.4.2 Slab deflection models _t8.4.3 Two-way edge-supported slabs _t Example 8.7 _t8.4.4 Flat slabs _t Example 8.8 _t8.5 Slender reinforced concrete columns _t8.5.1 Discussion _t8.5.2 An iterative method of analysis _t Example 8.9 _t8.6 Temperature effects _t8.6.1 Introduction _t8.6.2 Temperature distributions _t8.6.3 Temperature analysis of cross-sections _t Example 8.10 _t8.6.4 Temperature effects in members and structures _t Example 8.11 _t8.7 Concluding remarks _t8.8 References _t9 Stiffness method and finite-element modelling _t9.1 Introduction _t9.2 Overview of the stiffness method _t9.3 Member loads _t Example 9.1 _t9.4 Time analysis using AEMM _t Example 9.2 _t9.5 Time analysis using SSM _t Example 9.3 _t9.6 Time analysis using the finite-element method _t9.6.1 Load vector to account for time effects using the AEMM _t9.6.2 Load vector to account for time effects using the SSM _t9.6.3 Remarks on the consistency requirements for finite elements _t Example 9.4 _t9.7 Analysis of cracked members _t9.7.1 Approach 1 _t9.7.2 Approach 2 _t9.8 References _tAppendix A Analytical formulations - Euler-Bernoulli beam model _tA.1 Introduction _tA.2 Kinematic model _tA.3 Weak formulation (global balance condition) _tA.4 Finite element formulation _tA.4.1 Age-adjusted effective modulus method _tA.4.2 Step-by-step method _tA.5 Strong formulation (local balance condition) _tA.5.1 Instantaneous analysis _tA.5.1.1 Stiffness matrix _tA.5.1.2 Equivalent nodal actions for member loads _tA.5.1.3 Post-processing of the instantaneous solution _tA.5.2 Age-adjusted effective modulus method (AEMM) _tA.5.2.1 Equivalent nodal actions at time τk _tA.5.2.2 Post-processing of the solution at time τk _tA.5.3 Step-by-step method (SSM) _tA.5.3.1 Equivalent nodal actions at time τk _tA.5.3.2 Post-processing of the solution at time τi _tA.6 References _t Index |
| 650 | 0 |
_aConcrete _xDeterioration |
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| 650 | 0 |
_aConcrete _xService life |
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| 650 | 0 | _aConcrete structures | |
| 700 | 1 |
_aRanzi, Gianluca, _d1972- |
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| 900 | _a34902 | ||
| 900 | _bsatın | ||
| 942 |
_2lcc _cKT |
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| 999 |
_c32162 _d32162 |
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