Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures
Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very...
Ausführliche Beschreibung
Autor*in: |
Mandal, Himangshu Sekhar [verfasserIn] |
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E-Artikel |
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Sprache: |
Englisch |
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2023 |
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Schlagwörter: |
Stress-controlled and strain-controlled cyclic triaxial tests Number of cycles required to liquefy Yamuna River sand |
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Anmerkung: |
© Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
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Übergeordnetes Werk: |
Enthalten in: Arabian journal of geosciences - Berlin : Springer, 2008, 16(2023), 7 vom: 27. Juni |
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Übergeordnetes Werk: |
volume:16 ; year:2023 ; number:7 ; day:27 ; month:06 |
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DOI / URN: |
10.1007/s12517-023-11529-4 |
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Katalog-ID: |
SPR052071987 |
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520 | |a Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. | ||
650 | 4 | |a Liquefaction |7 (dpeaa)DE-He213 | |
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650 | 4 | |a Excess pore water pressure |7 (dpeaa)DE-He213 | |
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650 | 4 | |a Earthquake risk–resilient structures |7 (dpeaa)DE-He213 | |
650 | 4 | |a National Capital Region of Delhi, India |7 (dpeaa)DE-He213 | |
700 | 1 | |a Mishra, Om Prakash |4 aut | |
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10.1007/s12517-023-11529-4 doi (DE-627)SPR052071987 (SPR)s12517-023-11529-4-e DE-627 ger DE-627 rakwb eng Mandal, Himangshu Sekhar verfasserin aut Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 Mishra, Om Prakash aut Enthalten in Arabian journal of geosciences Berlin : Springer, 2008 16(2023), 7 vom: 27. Juni (DE-627)572421877 (DE-600)2438771-X 1866-7538 nnns volume:16 year:2023 number:7 day:27 month:06 https://dx.doi.org/10.1007/s12517-023-11529-4 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_152 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_381 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_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_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 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_2118 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_2190 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_4126 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_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 16 2023 7 27 06 |
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10.1007/s12517-023-11529-4 doi (DE-627)SPR052071987 (SPR)s12517-023-11529-4-e DE-627 ger DE-627 rakwb eng Mandal, Himangshu Sekhar verfasserin aut Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 Mishra, Om Prakash aut Enthalten in Arabian journal of geosciences Berlin : Springer, 2008 16(2023), 7 vom: 27. Juni (DE-627)572421877 (DE-600)2438771-X 1866-7538 nnns volume:16 year:2023 number:7 day:27 month:06 https://dx.doi.org/10.1007/s12517-023-11529-4 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_152 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_381 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_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_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 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_2118 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_2190 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_4126 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_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 16 2023 7 27 06 |
allfields_unstemmed |
10.1007/s12517-023-11529-4 doi (DE-627)SPR052071987 (SPR)s12517-023-11529-4-e DE-627 ger DE-627 rakwb eng Mandal, Himangshu Sekhar verfasserin aut Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 Mishra, Om Prakash aut Enthalten in Arabian journal of geosciences Berlin : Springer, 2008 16(2023), 7 vom: 27. Juni (DE-627)572421877 (DE-600)2438771-X 1866-7538 nnns volume:16 year:2023 number:7 day:27 month:06 https://dx.doi.org/10.1007/s12517-023-11529-4 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_152 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_381 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_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_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 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_2118 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_2190 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_4126 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_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 16 2023 7 27 06 |
allfieldsGer |
10.1007/s12517-023-11529-4 doi (DE-627)SPR052071987 (SPR)s12517-023-11529-4-e DE-627 ger DE-627 rakwb eng Mandal, Himangshu Sekhar verfasserin aut Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 Mishra, Om Prakash aut Enthalten in Arabian journal of geosciences Berlin : Springer, 2008 16(2023), 7 vom: 27. Juni (DE-627)572421877 (DE-600)2438771-X 1866-7538 nnns volume:16 year:2023 number:7 day:27 month:06 https://dx.doi.org/10.1007/s12517-023-11529-4 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_152 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_381 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_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_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 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_2118 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_2190 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_4126 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_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 16 2023 7 27 06 |
allfieldsSound |
10.1007/s12517-023-11529-4 doi (DE-627)SPR052071987 (SPR)s12517-023-11529-4-e DE-627 ger DE-627 rakwb eng Mandal, Himangshu Sekhar verfasserin aut Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 Mishra, Om Prakash aut Enthalten in Arabian journal of geosciences Berlin : Springer, 2008 16(2023), 7 vom: 27. Juni (DE-627)572421877 (DE-600)2438771-X 1866-7538 nnns volume:16 year:2023 number:7 day:27 month:06 https://dx.doi.org/10.1007/s12517-023-11529-4 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_152 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_381 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_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_2056 GBV_ILN_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 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_2118 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_2190 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_4126 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_4328 GBV_ILN_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 16 2023 7 27 06 |
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Enthalten in Arabian journal of geosciences 16(2023), 7 vom: 27. Juni volume:16 year:2023 number:7 day:27 month:06 |
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Liquefaction Stress-controlled and strain-controlled cyclic triaxial tests Excess pore water pressure Double axial strain Number of cycles required to liquefy Yamuna River sand Earthquake risk–resilient structures National Capital Region of Delhi, India |
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Arabian journal of geosciences |
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Mandal, Himangshu Sekhar @@aut@@ Mishra, Om Prakash @@aut@@ |
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Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law.</subfield></datafield><datafield tag="520" ind1=" " ind2=" "><subfield code="a">Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi.</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Liquefaction</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Stress-controlled and strain-controlled cyclic triaxial tests</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Excess pore water pressure</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Double axial strain</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Number of cycles required to liquefy Yamuna River sand</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Earthquake risk–resilient structures</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">National Capital Region of Delhi, India</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="700" ind1="1" ind2=" "><subfield code="a">Mishra, Om Prakash</subfield><subfield code="4">aut</subfield></datafield><datafield tag="773" ind1="0" ind2="8"><subfield code="i">Enthalten in</subfield><subfield code="t">Arabian journal of geosciences</subfield><subfield code="d">Berlin : Springer, 2008</subfield><subfield code="g">16(2023), 7 vom: 27. 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Mandal, Himangshu Sekhar |
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Mandal, Himangshu Sekhar misc Liquefaction misc Stress-controlled and strain-controlled cyclic triaxial tests misc Excess pore water pressure misc Double axial strain misc Number of cycles required to liquefy Yamuna River sand misc Earthquake risk–resilient structures misc National Capital Region of Delhi, India Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures |
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Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures Liquefaction (dpeaa)DE-He213 Stress-controlled and strain-controlled cyclic triaxial tests (dpeaa)DE-He213 Excess pore water pressure (dpeaa)DE-He213 Double axial strain (dpeaa)DE-He213 Number of cycles required to liquefy Yamuna River sand (dpeaa)DE-He213 Earthquake risk–resilient structures (dpeaa)DE-He213 National Capital Region of Delhi, India (dpeaa)DE-He213 |
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assessment of soil liquefaction beneath the national capital region of delhi: implications for earthquake-resilient structures |
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Assessment of soil liquefaction beneath the National Capital Region of Delhi: implications for earthquake-resilient structures |
abstract |
Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
abstractGer |
Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
abstract_unstemmed |
Abstract Delhi is the capital of India and is located in seismic zone IV as per the Indian Standards which could generate an intensity of ground motion up to VIII on the MMI scale. Concerning the fast-growing population and its demand for an easy life and livelihood, infrastructure is expanding very fast in the National Capital Region (NCR) of Delhi constructing low-rise to medium-rise buildings to skyscrapers with or without building bylaws resulting in uncountable loss of lives and socio-economic losses when a catastrophic earthquake struck. Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi. © Saudi Society for Geosciences and Springer Nature Switzerland AG 2023. Springer Nature or its licensor (e.g. a society or other partner) holds exclusive rights to this article under a publishing agreement with the author(s) or other rightsholder(s); author self-archiving of the accepted manuscript version of this article is solely governed by the terms of such publishing agreement and applicable law. |
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Failure of subsurface soil columns due to liquefaction is the most common phenomenon after and during an earthquake resulting in foundation failure and tilting of the structures, and huge damages occurred. About 75% of the total area of NCR Delhi is falling under water-saturated and very loose alluvium deposits located under seismic intensity VIII on the MMI scale. Therefore, a detailed liquefaction study of the in situ Yamuna River soils is conducted by laboratory analysis to countermeasure the liquefaction potential hazard of the NCR of Delhi. Here, an attempt has been made to measure the soil liquefaction characteristics of the Yamuna River soil (YRS) of the National Capital Region of Delhi using state-of-the-art cyclic triaxial testing (CTT). In this study, a total 4 undisturbed samples (UDS 3, UDS 4, UDS 5, and UDS 9) are collected from the different depths from three different boreholes (BH 4, BH 9, and BH 13) along the flood plain of YRS in the north-eastern part of Delhi. Each UD sampler is 0.45 m in length and is collected from the respective boreholes as per the available Indian Standard Code under the project of seismic microzonation of NCT Delhi. UDSs 5 and 9 are collected from the same borehole BH 13 at different depths below ground level. The sieve analysis shows that UDS 3, UDS 4, UDS 5, and UDS 9 are ML, SM, SW-SM, and ML that are depths ranging between 9.0–9.45 m; 12.0–12.45 m; 15.0–15.45 m, and 27.0–27.45 m respectively. The excess pore water pressure, axial strain, deviator stress, and double-amplitude axial strain (DA) are obtained through stress-controlled and strain-controlled CTT measurements. The stress-controlled CTT is applied for UDS 3 and UDS 4 and strain-controlled CTT is applied for UDS 5 & UDS 9 at given confining pressure of 106 kPa and frequency at 1 Hz yielded the value of excess pore water pressure ratio. It is noted that the double-amplitude (DA) axial strain at 5–6% can liquefy the soils at a higher number of cyclic loading (~ 140th cycles) for cyclic stress ratio (CSR) lying between 0.1 and 0.2 of YRS. It is also observed that the same samples of SM and ML can get liquefied at 15th cycles of loadings with CSR values of about 0.3 and 0.27, respectively, which is equivalent to an earthquake loading of moment magnitude (Mw7.5) of the Yamuna River soil (YRS). The hysteresis curves yielded by the strain-control show that damping is increasing from low to high strain measure of YRS. Therefore, site-specific soil laboratory analysis for laboratory measurements is important to anticipate the area of liquefiable hazard areas along the flood plain of the Yamuna River of Delhi to prepare earthquake-resilient structures of the NCR of Delhi.</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Liquefaction</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Stress-controlled and strain-controlled cyclic triaxial tests</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Excess pore water pressure</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Double axial strain</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Number of cycles required to liquefy Yamuna River sand</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">Earthquake risk–resilient structures</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="650" ind1=" " ind2="4"><subfield code="a">National Capital Region of Delhi, India</subfield><subfield code="7">(dpeaa)DE-He213</subfield></datafield><datafield tag="700" ind1="1" ind2=" "><subfield code="a">Mishra, Om Prakash</subfield><subfield code="4">aut</subfield></datafield><datafield tag="773" ind1="0" ind2="8"><subfield code="i">Enthalten in</subfield><subfield code="t">Arabian journal of geosciences</subfield><subfield code="d">Berlin : Springer, 2008</subfield><subfield code="g">16(2023), 7 vom: 27. 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