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<p>Gravelly soils were traditionally considered either non-susceptible or significantly more resistant to seismic liquefaction due to their typically denser depositional characteristics and/or their enhanced capacity to dissipate excess pore water pressures. As a result, their liquefaction initiation assessments were occasionally overlooked. However, case histories starting with as early as the 1891 Mino-Owari (Japan, <b>M</b>7.9) and followed by events including the 1983 Borah Peak-U.S.A. <b>M</b>7.3, 1995 Kobe-Japan <b>M</b>7.2, 2008 Wenchuan-China <b>M</b>7.9, and 2016 Kaikoura-New Zealand <b>M</b>7.8, 2023 Kahramanmaras-Turkiye <b>M</b>7.8, have demonstrated that they can undergo significant reductions in shear strength and stiffness as a result of liquefaction. With the intent of developing liquefaction triggering models, a database consisting of 215 gravelly case histories, 99 liquefied and 116 non-liquefied, was compiled. Dynamic Cone Penetration (DPT) blow counts or shear wave velocity (<InlineEquation ID="IEq1"> <EquationSource Format="TEX">\({V_S}\)</EquationSource> </InlineEquation>) along with median grain size (<InlineEquation ID="IEq2"> <EquationSource Format="TEX">\({D_{50}}\)</EquationSource> </InlineEquation>) were utilized as resistance, whereas cyclic resistance ratio (<InlineEquation ID="IEq3"> <EquationSource Format="TEX">\(CSR\)</EquationSource> </InlineEquation>), earthquake moment magnitude (<InlineEquation ID="IEq4"> <EquationSource Format="TEX">\({M_w}\)</EquationSource> </InlineEquation>) and vertical effective stress (<InlineEquation ID="IEq5"> <EquationSource Format="TEX">\(\sigma _v^\prime\)</EquationSource> </InlineEquation>) as the demand parameters of probability-based liquefaction triggering predictive models. The resulting models incorporate adjustments for variability in a) earthquake duration, b) vertical effective stress, and c) median grain size.</p>

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Probabilistic seismic liquefaction triggering assessment of gravelly soils

  • 期刊论文

  • 发表日期：

    2025年12月19日

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  • Kemal Onder Cetin,
  • Arda Sahin,
  • Yan-Guo Zhou,
  • Peng Xia

摘要

Gravelly soils were traditionally considered either non-susceptible or significantly more resistant to seismic liquefaction due to their typically denser depositional characteristics and/or their enhanced capacity to dissipate excess pore water pressures. As a result, their liquefaction initiation assessments were occasionally overlooked. However, case histories starting with as early as the 1891 Mino-Owari (Japan, M7.9) and followed by events including the 1983 Borah Peak-U.S.A. M7.3, 1995 Kobe-Japan M7.2, 2008 Wenchuan-China M7.9, and 2016 Kaikoura-New Zealand M7.8, 2023 Kahramanmaras-Turkiye M7.8, have demonstrated that they can undergo significant reductions in shear strength and stiffness as a result of liquefaction. With the intent of developing liquefaction triggering models, a database consisting of 215 gravelly case histories, 99 liquefied and 116 non-liquefied, was compiled. Dynamic Cone Penetration (DPT) blow counts or shear wave velocity ( \({V_S}\) ) along with median grain size ( \({D_{50}}\) ) were utilized as resistance, whereas cyclic resistance ratio ( \(CSR\) ), earthquake moment magnitude ( \({M_w}\) ) and vertical effective stress ( \(\sigma _v^\prime\) ) as the demand parameters of probability-based liquefaction triggering predictive models. The resulting models incorporate adjustments for variability in a) earthquake duration, b) vertical effective stress, and c) median grain size.