Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM
Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element fini...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Mehndiratta, Siddharth [verfasserIn] Sawant, Vishwas A. [verfasserIn] |
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| Format: |
E-Artikel |
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| Sprache: |
Englisch |
| Erschienen: |
2017 |
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| Schlagwörter: |
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| Übergeordnetes Werk: |
Enthalten in: Indian geotechnical journal - New York, NY : Springer, 2012, 47(2017), 3 vom: 25. März, Seite 219-232 |
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| Übergeordnetes Werk: |
volume:47 ; year:2017 ; number:3 ; day:25 ; month:03 ; pages:219-232 |
| Links: |
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| DOI / URN: |
10.1007/s40098-017-0231-0 |
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SPR032849451 |
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| 100 | 1 | |a Mehndiratta, Siddharth |e verfasserin |4 aut | |
| 245 | 1 | 0 | |a Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
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| 520 | |a Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. | ||
| 650 | 4 | |a Suction |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Partially saturated soil |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Barcelona basic model |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Nonlinear apparent tensile strength locus |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Anisotropy |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Degree of saturation |7 (dpeaa)DE-He213 | |
| 700 | 1 | |a Sawant, Vishwas A. |e verfasserin |4 aut | |
| 773 | 0 | 8 | |i Enthalten in |t Indian geotechnical journal |d New York, NY : Springer, 2012 |g 47(2017), 3 vom: 25. März, Seite 219-232 |w (DE-627)739212354 |w (DE-600)2707502-3 |x 2277-3347 |7 nnns |
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10.1007/s40098-017-0231-0 doi (DE-627)SPR032849451 (SPR)s40098-017-0231-0-e DE-627 ger DE-627 rakwb eng Mehndiratta, Siddharth verfasserin aut Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM 2017 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 Sawant, Vishwas A. verfasserin aut Enthalten in Indian geotechnical journal New York, NY : Springer, 2012 47(2017), 3 vom: 25. März, Seite 219-232 (DE-627)739212354 (DE-600)2707502-3 2277-3347 nnns volume:47 year:2017 number:3 day:25 month:03 pages:219-232 https://dx.doi.org/10.1007/s40098-017-0231-0 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2018 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 47 2017 3 25 03 219-232 |
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10.1007/s40098-017-0231-0 doi (DE-627)SPR032849451 (SPR)s40098-017-0231-0-e DE-627 ger DE-627 rakwb eng Mehndiratta, Siddharth verfasserin aut Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM 2017 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 Sawant, Vishwas A. verfasserin aut Enthalten in Indian geotechnical journal New York, NY : Springer, 2012 47(2017), 3 vom: 25. März, Seite 219-232 (DE-627)739212354 (DE-600)2707502-3 2277-3347 nnns volume:47 year:2017 number:3 day:25 month:03 pages:219-232 https://dx.doi.org/10.1007/s40098-017-0231-0 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2018 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 47 2017 3 25 03 219-232 |
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10.1007/s40098-017-0231-0 doi (DE-627)SPR032849451 (SPR)s40098-017-0231-0-e DE-627 ger DE-627 rakwb eng Mehndiratta, Siddharth verfasserin aut Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM 2017 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 Sawant, Vishwas A. verfasserin aut Enthalten in Indian geotechnical journal New York, NY : Springer, 2012 47(2017), 3 vom: 25. März, Seite 219-232 (DE-627)739212354 (DE-600)2707502-3 2277-3347 nnns volume:47 year:2017 number:3 day:25 month:03 pages:219-232 https://dx.doi.org/10.1007/s40098-017-0231-0 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2018 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 47 2017 3 25 03 219-232 |
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10.1007/s40098-017-0231-0 doi (DE-627)SPR032849451 (SPR)s40098-017-0231-0-e DE-627 ger DE-627 rakwb eng Mehndiratta, Siddharth verfasserin aut Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM 2017 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 Sawant, Vishwas A. verfasserin aut Enthalten in Indian geotechnical journal New York, NY : Springer, 2012 47(2017), 3 vom: 25. März, Seite 219-232 (DE-627)739212354 (DE-600)2707502-3 2277-3347 nnns volume:47 year:2017 number:3 day:25 month:03 pages:219-232 https://dx.doi.org/10.1007/s40098-017-0231-0 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2018 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 47 2017 3 25 03 219-232 |
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10.1007/s40098-017-0231-0 doi (DE-627)SPR032849451 (SPR)s40098-017-0231-0-e DE-627 ger DE-627 rakwb eng Mehndiratta, Siddharth verfasserin aut Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM 2017 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 Sawant, Vishwas A. verfasserin aut Enthalten in Indian geotechnical journal New York, NY : Springer, 2012 47(2017), 3 vom: 25. März, Seite 219-232 (DE-627)739212354 (DE-600)2707502-3 2277-3347 nnns volume:47 year:2017 number:3 day:25 month:03 pages:219-232 https://dx.doi.org/10.1007/s40098-017-0231-0 lizenzpflichtig Volltext GBV_USEFLAG_A SYSFLAG_A GBV_SPRINGER GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 GBV_ILN_39 GBV_ILN_40 GBV_ILN_60 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_74 GBV_ILN_90 GBV_ILN_95 GBV_ILN_100 GBV_ILN_105 GBV_ILN_110 GBV_ILN_120 GBV_ILN_138 GBV_ILN_150 GBV_ILN_151 GBV_ILN_161 GBV_ILN_170 GBV_ILN_171 GBV_ILN_187 GBV_ILN_213 GBV_ILN_224 GBV_ILN_230 GBV_ILN_250 GBV_ILN_281 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_636 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2007 GBV_ILN_2008 GBV_ILN_2009 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2018 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2031 GBV_ILN_2034 GBV_ILN_2037 GBV_ILN_2038 GBV_ILN_2039 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4242 GBV_ILN_4246 GBV_ILN_4249 GBV_ILN_4251 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4326 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 47 2017 3 25 03 219-232 |
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Mehndiratta, Siddharth |
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Mehndiratta, Siddharth misc Suction misc Partially saturated soil misc Barcelona basic model misc Nonlinear apparent tensile strength locus misc Anisotropy misc Degree of saturation Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
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Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM Suction (dpeaa)DE-He213 Partially saturated soil (dpeaa)DE-He213 Barcelona basic model (dpeaa)DE-He213 Nonlinear apparent tensile strength locus (dpeaa)DE-He213 Anisotropy (dpeaa)DE-He213 Degree of saturation (dpeaa)DE-He213 |
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misc Suction misc Partially saturated soil misc Barcelona basic model misc Nonlinear apparent tensile strength locus misc Anisotropy misc Degree of saturation |
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misc Suction misc Partially saturated soil misc Barcelona basic model misc Nonlinear apparent tensile strength locus misc Anisotropy misc Degree of saturation |
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Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
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Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
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behaviour of partially saturated soil under isotropic and triaxial condition using modified bbm |
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Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
| abstract |
Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. |
| abstractGer |
Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. |
| abstract_unstemmed |
Abstract How suction influence the shear strength of partially saturated soil is one of the important challenges in many geotechnical problems. As compared to saturated soil, the triaxial compression stress path for partially saturated soil is more complex. In the present study a single element finite element model has been developed and implemented in FORTRAN code. An explicit integration algorithm is adapted to Barcelona basic model with some modification considering locus of apparent tensile strength in the p′–s plane as non-linear, anisotropy to the yield surface and dependence of degree of saturation on volumetric strain. The performance of the code is examined and verified with suction controlled triaxial experimental results. Application of isotropic compression, wetting and triaxial compression stress path on model demonstrated significant influence of stress paths on strength and deformation behaviour of partially saturated soil. |
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| title_short |
Behaviour of Partially Saturated Soil Under Isotropic and Triaxial Condition Using Modified BBM |
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https://dx.doi.org/10.1007/s40098-017-0231-0 |
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Sawant, Vishwas A. |
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Sawant, Vishwas A. |
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| doi_str |
10.1007/s40098-017-0231-0 |
| up_date |
2024-07-03T15:06:05.411Z |
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