000			05261nam a2200301 i 4500
008			100420s2010 flua b 000 0 eng
010			_a 2010013638
020			_a9780415585163 _q(harcover : alk. paper)
040			_aDLC _cDLC _dDLC
049			_aBAUN_MERKEZ
050	0	4	_aTA710.5 _b.P54 2010
082	0	0	_222
100	1		_aPietruszczak, S.
245	1	0	_aFundamentals of plasticity in geomechanics / _cS. Pietruszczak.
264		1	_aBoca Raton, FL : _bCRC Press, _c[2010]
264		4	_c©2010
300			_ax, 196 pages : _billustrations ; _c26 cm.
336			_atext _btxt _2rdacontent
337			_aunmediated _bn _2rdamedia
338			_avolume _bnc _2rdacarrier
504			_aIncludes bibliographical references (pages [189]-192).
505	0	0	_tContents _tPreface _tChapter 1. Basic concepts of the theory of plasticity _t1.1 Typical approximations of uniaxial response of the material _t1.2 The notion of generalized yield/failure criterion _t1.3 Generalization of the concept of elastic-perfectly plastic and strain hardening material _t1.4 Determination of plastic strain; deformation and flow theories of plasticity _t1.5 Review of fundamental postulates of plasticity; uniqueness of the solution _tChapter 2. Elastic-perfectly plastic formulations in geomechanics _t2.1 General considerations _t2.2 Geometric representation of the failure surface _t2.3 Selection of stress invariants for the mathematical description _t2.4 Typical failure criteria for geomaterials _t2.4.1 Mohr-Coulomb failure criterion _t2.4.2 Drucker-Prager and other derivative criteria _t2.4.3 Modified criteria based on smooth approximations to Mohr-Coulomb envelope _t2.4.4 Non-linear approximations in meridional section _t2.5 Derivation of constitutive relation _t2.5.1 Matrix formulation _t2.6 Consequences of a non-associated flow rule _tChapter 3. Isotropic strain-hardening formulations _t3.1 'Triaxial' tests and their mathematical representation _t3.1.1 Mohr-Coulomb criterion in 'triaxial' space _t3.1.2 On the behaviour of a perfectly plastic Mohr-Coulomb material _t3.1.3 Review of typical mechanical characteristics of granular materials _t3.2 Volumetric hardening; Critical State model _t3.2.1 Formulation in the 'triaxial' {p,q} space _t3.2.2 Comments on the performance _t3.2.3 Generalization and specification of the constitutive matrix _t3.3 Deviatoric hardening model _t3.3.1 Formulation in the 'triaxial' {p,q} space _t3.3.2 Comments on the performance _t3.3.3 Generalization and specification of the constitutive matrix _t3.4 Combined volumetric-deviatoric hardening _t3.5 Specification of constitutive matrix under undrained conditions _tChapter 4. Combined isotropic-kinematic hardening rules _t4.1 Bounding surface plasticicty; volumetric hardening framework _t4.1.1 Formulation in the 'triaxial' {p,q} space _t4.1.2 Comments on the performance _t4.1.3 Generalization and specification of the constitutive matrix _t4.2 Bounding surface plasticicty; deviatoric hardening framework _t4.2.1 Formulation in the 'triaxial' {P,Q} space _t4.2.2 Comments on the performance _t4.2.3 Generalization and specification of the constitutive matrix _tChapter 5. Numerical integration of constitutive relations _t5.1 Euler's integration schemes _t5.2 Numerical integration of {p,q} formulation _t5.2.1 Stress-controlled scheme _t5.2.2 Strain-controlled schemes5.3 Numerical examples of integration in {p,q}-space _t5.3.1 Critical State model; drained p=const. Compression _t5.3.2 Deviatoric hardening model; drained 'triaxial' compression _t5.3.3 Deviatoric hardening model; undrained 'triaxial' compression _t5.4 General methods for numerical integration _t5.4.1 Statement of algorithmic problem _t5.4.2 Notion of closest point projection _t5.4.3 Return-mapping algorithms _tChapter 6. Introduction to limit analysis _t6.1 Formulation of lower and upper bound theorems _t6.2 Examples for applications of limit theorems in geotechnical engineering _tChapter 7. Description of inherent anisotropy in geomaterials _t7.1 Formulation of anisotropic failure criteria _t7.1.1 Specification of failure criteria based on critical plane approach _t7.1.2 Formulation of failure criteria incorporating a microstructure tensor _t7.2 Description of inelastic deformation process _t7.2.1 Plasticity formulation for critical plane approach _t7.2.2 Plasticity formulation incorporating a microstructure tensor _t7.2.3 Numerical examples _tChapter 8. Experimental trends in the mechanical behaviour of soils and rocks _t8.1 Basic mechanical characteristics in monotonic tests under drained conditions _t8.1.1 Influence of confining pressure; compaction/dilatancy _t8.1.2 Influence of Lode's angle and the phenomenon of strain localization _t8.2 Undrained response of granular media; pore pressure evolution, liquefaction _t8.3 Basic mechanical characteristics in cyclic tests; hysteresis and liquefaction _t8.4 Inherent anisotropy; strength characteristics of sedimentary rocks _t8.5 Identification of basic material parameters for soils/rocks _t8.5.1 General remarks on identification procedure _t8.5.2 Examples involving deviatoric hardening framework _tBibliography _tAppendix: Suggested exercises
650		0	_aSoils _xPlastic properties.
650		0	_aContinuum mechanics.
900			_a31315
900			_bsatın
942			_2lcc _cKT
999			_c28035 _d28035