Compression characteristics of an artificially mixed soil from confined uniaxial compression tests
Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP con...
Ausführliche Beschreibung
Gespeichert in:
| Autor*in: |
Wang, Jun-Jie [verfasserIn] |
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| Format: |
E-Artikel |
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| Sprache: |
Englisch |
| Erschienen: |
2016 |
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| Schlagwörter: |
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| Anmerkung: |
© Springer-Verlag Berlin Heidelberg 2015 |
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| Übergeordnetes Werk: |
Enthalten in: Environmental earth sciences - Berlin : Springer, 2009, 75(2016), 2 vom: 06. Jan. |
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| Übergeordnetes Werk: |
volume:75 ; year:2016 ; number:2 ; day:06 ; month:01 |
| Links: |
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| DOI / URN: |
10.1007/s12665-015-5042-y |
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SPR026722615 |
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| 245 | 1 | 0 | |a Compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
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| 520 | |a Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. | ||
| 650 | 4 | |a Artificially mixed soil |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Confined uniaxial compression test |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Compression curve |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Compression index |7 (dpeaa)DE-He213 | |
| 650 | 4 | |a Pre-compression stress |7 (dpeaa)DE-He213 | |
| 700 | 1 | |a Qiu, Zhen-Feng |4 aut | |
| 700 | 1 | |a Hao, Jian-Yun |4 aut | |
| 700 | 1 | |a Zhang, Jun-Tang |4 aut | |
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10.1007/s12665-015-5042-y doi (DE-627)SPR026722615 (SPR)s12665-015-5042-y-e DE-627 ger DE-627 rakwb eng Wang, Jun-Jie verfasserin aut Compression characteristics of an artificially mixed soil from confined uniaxial compression tests 2016 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Springer-Verlag Berlin Heidelberg 2015 Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 Qiu, Zhen-Feng aut Hao, Jian-Yun aut Zhang, Jun-Tang aut Enthalten in Environmental earth sciences Berlin : Springer, 2009 75(2016), 2 vom: 06. Jan. (DE-627)599673451 (DE-600)2493699-6 1866-6299 nnns volume:75 year:2016 number:2 day:06 month:01 https://dx.doi.org/10.1007/s12665-015-5042-y 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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2360 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4012 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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 75 2016 2 06 01 |
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10.1007/s12665-015-5042-y doi (DE-627)SPR026722615 (SPR)s12665-015-5042-y-e DE-627 ger DE-627 rakwb eng Wang, Jun-Jie verfasserin aut Compression characteristics of an artificially mixed soil from confined uniaxial compression tests 2016 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Springer-Verlag Berlin Heidelberg 2015 Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 Qiu, Zhen-Feng aut Hao, Jian-Yun aut Zhang, Jun-Tang aut Enthalten in Environmental earth sciences Berlin : Springer, 2009 75(2016), 2 vom: 06. Jan. (DE-627)599673451 (DE-600)2493699-6 1866-6299 nnns volume:75 year:2016 number:2 day:06 month:01 https://dx.doi.org/10.1007/s12665-015-5042-y 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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2360 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4012 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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 75 2016 2 06 01 |
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10.1007/s12665-015-5042-y doi (DE-627)SPR026722615 (SPR)s12665-015-5042-y-e DE-627 ger DE-627 rakwb eng Wang, Jun-Jie verfasserin aut Compression characteristics of an artificially mixed soil from confined uniaxial compression tests 2016 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Springer-Verlag Berlin Heidelberg 2015 Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 Qiu, Zhen-Feng aut Hao, Jian-Yun aut Zhang, Jun-Tang aut Enthalten in Environmental earth sciences Berlin : Springer, 2009 75(2016), 2 vom: 06. Jan. (DE-627)599673451 (DE-600)2493699-6 1866-6299 nnns volume:75 year:2016 number:2 day:06 month:01 https://dx.doi.org/10.1007/s12665-015-5042-y 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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2360 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4012 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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 75 2016 2 06 01 |
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10.1007/s12665-015-5042-y doi (DE-627)SPR026722615 (SPR)s12665-015-5042-y-e DE-627 ger DE-627 rakwb eng Wang, Jun-Jie verfasserin aut Compression characteristics of an artificially mixed soil from confined uniaxial compression tests 2016 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Springer-Verlag Berlin Heidelberg 2015 Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 Qiu, Zhen-Feng aut Hao, Jian-Yun aut Zhang, Jun-Tang aut Enthalten in Environmental earth sciences Berlin : Springer, 2009 75(2016), 2 vom: 06. Jan. (DE-627)599673451 (DE-600)2493699-6 1866-6299 nnns volume:75 year:2016 number:2 day:06 month:01 https://dx.doi.org/10.1007/s12665-015-5042-y 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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2360 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4012 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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 75 2016 2 06 01 |
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10.1007/s12665-015-5042-y doi (DE-627)SPR026722615 (SPR)s12665-015-5042-y-e DE-627 ger DE-627 rakwb eng Wang, Jun-Jie verfasserin aut Compression characteristics of an artificially mixed soil from confined uniaxial compression tests 2016 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier © Springer-Verlag Berlin Heidelberg 2015 Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 Qiu, Zhen-Feng aut Hao, Jian-Yun aut Zhang, Jun-Tang aut Enthalten in Environmental earth sciences Berlin : Springer, 2009 75(2016), 2 vom: 06. Jan. (DE-627)599673451 (DE-600)2493699-6 1866-6299 nnns volume:75 year:2016 number:2 day:06 month:01 https://dx.doi.org/10.1007/s12665-015-5042-y 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_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_2057 GBV_ILN_2059 GBV_ILN_2061 GBV_ILN_2064 GBV_ILN_2065 GBV_ILN_2068 GBV_ILN_2070 GBV_ILN_2086 GBV_ILN_2088 GBV_ILN_2093 GBV_ILN_2106 GBV_ILN_2107 GBV_ILN_2108 GBV_ILN_2110 GBV_ILN_2111 GBV_ILN_2112 GBV_ILN_2113 GBV_ILN_2116 GBV_ILN_2118 GBV_ILN_2119 GBV_ILN_2122 GBV_ILN_2129 GBV_ILN_2143 GBV_ILN_2144 GBV_ILN_2147 GBV_ILN_2148 GBV_ILN_2152 GBV_ILN_2153 GBV_ILN_2188 GBV_ILN_2190 GBV_ILN_2232 GBV_ILN_2336 GBV_ILN_2360 GBV_ILN_2446 GBV_ILN_2470 GBV_ILN_2472 GBV_ILN_2507 GBV_ILN_2522 GBV_ILN_2548 GBV_ILN_4012 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_4333 GBV_ILN_4334 GBV_ILN_4335 GBV_ILN_4336 GBV_ILN_4338 GBV_ILN_4393 GBV_ILN_4700 AR 75 2016 2 06 01 |
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Enthalten in Environmental earth sciences 75(2016), 2 vom: 06. Jan. volume:75 year:2016 number:2 day:06 month:01 |
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Wang, Jun-Jie @@aut@@ Qiu, Zhen-Feng @@aut@@ Hao, Jian-Yun @@aut@@ Zhang, Jun-Tang @@aut@@ |
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The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). 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Wang, Jun-Jie |
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Wang, Jun-Jie misc Artificially mixed soil misc Confined uniaxial compression test misc Compression curve misc Compression index misc Pre-compression stress Compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
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Compression characteristics of an artificially mixed soil from confined uniaxial compression tests Artificially mixed soil (dpeaa)DE-He213 Confined uniaxial compression test (dpeaa)DE-He213 Compression curve (dpeaa)DE-He213 Compression index (dpeaa)DE-He213 Pre-compression stress (dpeaa)DE-He213 |
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Compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
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compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
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Compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
| abstract |
Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. © Springer-Verlag Berlin Heidelberg 2015 |
| abstractGer |
Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. © Springer-Verlag Berlin Heidelberg 2015 |
| abstract_unstemmed |
Abstract The present study focuses on the compression characteristics of a crushed sandstone–mudstone particle mixture. The mixture is artificially prepared by mixing sandstone particles and mudstone particles (MP) on the basis of five scheduled particle size distribution (PSD) curves and six MP contents by weight. In order to investigate the compression characteristics, 120 confined uniaxial compression tests are performed. The compression curve for each specimen, which represents the relationship between the logarithm (base 10) of the applied stress and void ratio, is obtained from test data. Two defining features of the compression curve, namely the compression index (Ic) and pre-compression stress (σp), are determined. The effects of two-type factors on the two parameters Ic and σp are analyzed. Factors of the first type are the properties of tested material, which include the PSD curve [the characteristics of which are denoted by the median particle diameter (D50), gravel content (Gc), non-uniformity coefficient (Cu), curvature coefficient (Cc), characteristic size (α), PSD shape (β)], and MP content by weight ($ MP_{c} $). Factors of the other type are the properties of the specimen, which include the initial water content (w), initial dry bulk density (ρd), and initial void ratio (e0). The results indicate that both the parameters Ic and σp are correlative with the properties of the tested material and specimen. © Springer-Verlag Berlin Heidelberg 2015 |
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Compression characteristics of an artificially mixed soil from confined uniaxial compression tests |
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Qiu, Zhen-Feng Hao, Jian-Yun Zhang, Jun-Tang |
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| score |
7.400195 |