Effect of pre-dynamic loading on static liquefaction of undisturbed loess
Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Liu, Wei [verfasserIn] |
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| Format: |
E-Artikel |
|---|---|
| Sprache: |
Englisch |
| Erschienen: |
2019 |
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| Schlagwörter: |
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| Übergeordnetes Werk: |
Enthalten in: Soil dynamics and earthquake engineering - Amsterdam [u.a.] : Elsevier Science, 2011, 130 |
|---|---|
| Übergeordnetes Werk: |
volume:130 |
| DOI / URN: |
10.1016/j.soildyn.2019.105915 |
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| Katalog-ID: |
ELV003521176 |
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| 520 | |a Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. | ||
| 650 | 4 | |a Static liquefaction | |
| 650 | 4 | |a Seismic dynamic loading | |
| 650 | 4 | |a PGA | |
| 650 | 4 | |a Liquefaction potential | |
| 650 | 4 | |a Triaxial test | |
| 650 | 4 | |a Landslide | |
| 700 | 1 | |a Chen, Wenwu |4 oth | |
| 700 | 1 | |a Wang, Qian |4 oth | |
| 700 | 1 | |a Wang, Jun |4 oth | |
| 700 | 1 | |a Lin, Gaochao |4 oth | |
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10.1016/j.soildyn.2019.105915 doi (DE-627)ELV003521176 (ELSEVIER)S0267-7261(19)30326-4 DE-627 ger DE-627 rda eng 510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Liu, Wei verfasserin aut Effect of pre-dynamic loading on static liquefaction of undisturbed loess 2019 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide Chen, Wenwu oth Wang, Qian oth Wang, Jun oth Lin, Gaochao oth Enthalten in Soil dynamics and earthquake engineering Amsterdam [u.a.] : Elsevier Science, 2011 130 (DE-627)308449487 (DE-600)1502466-0 nnns volume:130 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-GEO GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 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_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 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_4338 GBV_ILN_4393 56.11 56.20 AR 130 |
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10.1016/j.soildyn.2019.105915 doi (DE-627)ELV003521176 (ELSEVIER)S0267-7261(19)30326-4 DE-627 ger DE-627 rda eng 510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Liu, Wei verfasserin aut Effect of pre-dynamic loading on static liquefaction of undisturbed loess 2019 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide Chen, Wenwu oth Wang, Qian oth Wang, Jun oth Lin, Gaochao oth Enthalten in Soil dynamics and earthquake engineering Amsterdam [u.a.] : Elsevier Science, 2011 130 (DE-627)308449487 (DE-600)1502466-0 nnns volume:130 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-GEO GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 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_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 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_4338 GBV_ILN_4393 56.11 56.20 AR 130 |
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10.1016/j.soildyn.2019.105915 doi (DE-627)ELV003521176 (ELSEVIER)S0267-7261(19)30326-4 DE-627 ger DE-627 rda eng 510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Liu, Wei verfasserin aut Effect of pre-dynamic loading on static liquefaction of undisturbed loess 2019 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide Chen, Wenwu oth Wang, Qian oth Wang, Jun oth Lin, Gaochao oth Enthalten in Soil dynamics and earthquake engineering Amsterdam [u.a.] : Elsevier Science, 2011 130 (DE-627)308449487 (DE-600)1502466-0 nnns volume:130 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-GEO GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 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_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 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_4338 GBV_ILN_4393 56.11 56.20 AR 130 |
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10.1016/j.soildyn.2019.105915 doi (DE-627)ELV003521176 (ELSEVIER)S0267-7261(19)30326-4 DE-627 ger DE-627 rda eng 510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Liu, Wei verfasserin aut Effect of pre-dynamic loading on static liquefaction of undisturbed loess 2019 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide Chen, Wenwu oth Wang, Qian oth Wang, Jun oth Lin, Gaochao oth Enthalten in Soil dynamics and earthquake engineering Amsterdam [u.a.] : Elsevier Science, 2011 130 (DE-627)308449487 (DE-600)1502466-0 nnns volume:130 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-GEO GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 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_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 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_4338 GBV_ILN_4393 56.11 56.20 AR 130 |
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10.1016/j.soildyn.2019.105915 doi (DE-627)ELV003521176 (ELSEVIER)S0267-7261(19)30326-4 DE-627 ger DE-627 rda eng 510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Liu, Wei verfasserin aut Effect of pre-dynamic loading on static liquefaction of undisturbed loess 2019 nicht spezifiziert zzz rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide Chen, Wenwu oth Wang, Qian oth Wang, Jun oth Lin, Gaochao oth Enthalten in Soil dynamics and earthquake engineering Amsterdam [u.a.] : Elsevier Science, 2011 130 (DE-627)308449487 (DE-600)1502466-0 nnns volume:130 GBV_USEFLAG_U SYSFLAG_U GBV_ELV SSG-OLC-GEO GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_31 GBV_ILN_32 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_150 GBV_ILN_151 GBV_ILN_224 GBV_ILN_370 GBV_ILN_602 GBV_ILN_702 GBV_ILN_2001 GBV_ILN_2003 GBV_ILN_2004 GBV_ILN_2005 GBV_ILN_2006 GBV_ILN_2008 GBV_ILN_2010 GBV_ILN_2011 GBV_ILN_2014 GBV_ILN_2015 GBV_ILN_2020 GBV_ILN_2021 GBV_ILN_2025 GBV_ILN_2026 GBV_ILN_2027 GBV_ILN_2034 GBV_ILN_2038 GBV_ILN_2044 GBV_ILN_2048 GBV_ILN_2049 GBV_ILN_2050 GBV_ILN_2055 GBV_ILN_2056 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2118 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2470 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_4035 GBV_ILN_4037 GBV_ILN_4046 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4242 GBV_ILN_4251 GBV_ILN_4305 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_4338 GBV_ILN_4393 56.11 56.20 AR 130 |
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Enthalten in Soil dynamics and earthquake engineering 130 volume:130 |
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Liu, Wei @@aut@@ Chen, Wenwu @@oth@@ Wang, Qian @@oth@@ Wang, Jun @@oth@@ Lin, Gaochao @@oth@@ |
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2019-01-01T00:00:00Z |
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Liu, Wei |
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Liu, Wei ddc 510 sdnb 31 bkl 56.11 bkl 56.20 misc Static liquefaction misc Seismic dynamic loading misc PGA misc Liquefaction potential misc Triaxial test misc Landslide Effect of pre-dynamic loading on static liquefaction of undisturbed loess |
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510 620 550 DE-600 31 38 550 560 sdnb 56.11 bkl 56.20 bkl Effect of pre-dynamic loading on static liquefaction of undisturbed loess Static liquefaction Seismic dynamic loading PGA Liquefaction potential Triaxial test Landslide |
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Effect of pre-dynamic loading on static liquefaction of undisturbed loess |
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Effect of pre-dynamic loading on static liquefaction of undisturbed loess |
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Soil dynamics and earthquake engineering |
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effect of pre-dynamic loading on static liquefaction of undisturbed loess |
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Effect of pre-dynamic loading on static liquefaction of undisturbed loess |
| abstract |
Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. |
| abstractGer |
Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. |
| abstract_unstemmed |
Static liquefaction can make the loess unstable when the shear stress subjected to a monotonic loading exceeds the undrained peak shear strength of undisturbed saturated loess. It is a phenomenon in the failure of soil deposits caused by a sudden increase of pore water pressure accompanied by large deformations and loss of effective stress that can make soils behave like flowing liquids. In general, the static liquefaction is influenced by confining pressure, microstructure and particle size of the undisturbed loess. The composition and particle size of loess are not easy to be changed, but it is not the case for microstructure during the earthquake. A few scholars focused on the characteristics of static liquefaction when the natural loess was disturbed by pre-dynamic loading. The deviator stress, pore pressure, effective confining pressure of undisturbed loess will respond differently to liquefaction if the loess experienced pre-dynamic loading. This study examined static liquefaction phenomenon in saturated undisturbed loess considering the effects of pre-dynamic loading and confining pressure. Pre-dynamic loading tests with different peak ground acceleration (PGA) showed that the cumulative strain is in the range of 0.019–0.189% under the conditions of PGA = 0.15g, PGA = 0.30 g, PGA = 0.40 g, respectively. Undrained static triaxial compression tests at three different confining pressures (100, 150, and 200 kPa) were implemented on undisturbed loess samples. Static liquefaction was observed at confining pressures of 100 kPa and 150 kPa with different pre-dynamic loadings, and the liquefaction potential of the undisturbed loess decreased with the increases of confining pressure. Loess specimens treated with pre-dynamic loading were easier to liquefy than the samples without pre-dynamic loading treatment. Samples treated with pre-dynamic loading exhibited higher excess pore water pressure than those without pre-dynamic loading treatments. Therefore, the internal friction angle and cohesive force were 5.13%∼15.04% and 26.44%∼82.04% lower than untreated loess. It reveals that the normalization between the maximum and the minimum principal stresses can be used to quantify the liquefaction potential of undisturbed loess. |
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