### Abstract

The postliquefaction shear strength of sands, called the undrained critical strength or s_{u}(critical), is evaluated in terms of the critical strength ratio, [Formula Presents]. This allows postliquefaction stability analyses to incorporate the variation of s_{u}(critical) with effective vertical stress instead of using a single value as proposed elsewhere. Comparison of back-calculated critical strength ratios and the cyclic stress ratios triggering liquefaction suggests that drainage occurs in most cases during the postliquefaction flow of liquefied sands. To evaluate the stability of an existing slope that is predicted to liquefy during a dynamic event, the original slope configuration and the constant volume s_{u}(critical) must be used instead of the back-calculated partially drained s_{u}(critical) values. The proposed procedure for estimating the constant volume s_{u}(critical), using the results of field and/or laboratory tests, shows that the critical strength ratio is approximately one-half the yield strength ratio at the triggering of liquefaction for an earthquake magnitude of 7.5. It has been shown that the yield strength ratio at the triggering of liquefaction for a magnitude of 7.5 can be estimated by 0.011 times the equivalent clean sand blow count. Therefore, the critical strength ratio is 0.0055 times the equivalent clean sand blow count.

Original language | English (US) |
---|---|

Pages (from-to) | 1727-1747 |

Number of pages | 21 |

Journal | Journal of Geotechnical Engineering |

Volume | 118 |

Issue number | 11 |

DOIs | |

State | Published - Nov 1992 |

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### ASJC Scopus subject areas

- Environmental Science(all)
- Earth and Planetary Sciences(all)

### Cite this

**Undrained shear strength of liquefied sands for stability analysis.** / Stark, Timothy D.

Research output: Contribution to journal › Article

*Journal of Geotechnical Engineering*, vol. 118, no. 11, pp. 1727-1747. https://doi.org/10.1061/(ASCE)0733-9410(1992)118:11(1727)

}

TY - JOUR

T1 - Undrained shear strength of liquefied sands for stability analysis

AU - Stark, Timothy D

PY - 1992/11

Y1 - 1992/11

N2 - The postliquefaction shear strength of sands, called the undrained critical strength or su(critical), is evaluated in terms of the critical strength ratio, [Formula Presents]. This allows postliquefaction stability analyses to incorporate the variation of su(critical) with effective vertical stress instead of using a single value as proposed elsewhere. Comparison of back-calculated critical strength ratios and the cyclic stress ratios triggering liquefaction suggests that drainage occurs in most cases during the postliquefaction flow of liquefied sands. To evaluate the stability of an existing slope that is predicted to liquefy during a dynamic event, the original slope configuration and the constant volume su(critical) must be used instead of the back-calculated partially drained su(critical) values. The proposed procedure for estimating the constant volume su(critical), using the results of field and/or laboratory tests, shows that the critical strength ratio is approximately one-half the yield strength ratio at the triggering of liquefaction for an earthquake magnitude of 7.5. It has been shown that the yield strength ratio at the triggering of liquefaction for a magnitude of 7.5 can be estimated by 0.011 times the equivalent clean sand blow count. Therefore, the critical strength ratio is 0.0055 times the equivalent clean sand blow count.

AB - The postliquefaction shear strength of sands, called the undrained critical strength or su(critical), is evaluated in terms of the critical strength ratio, [Formula Presents]. This allows postliquefaction stability analyses to incorporate the variation of su(critical) with effective vertical stress instead of using a single value as proposed elsewhere. Comparison of back-calculated critical strength ratios and the cyclic stress ratios triggering liquefaction suggests that drainage occurs in most cases during the postliquefaction flow of liquefied sands. To evaluate the stability of an existing slope that is predicted to liquefy during a dynamic event, the original slope configuration and the constant volume su(critical) must be used instead of the back-calculated partially drained su(critical) values. The proposed procedure for estimating the constant volume su(critical), using the results of field and/or laboratory tests, shows that the critical strength ratio is approximately one-half the yield strength ratio at the triggering of liquefaction for an earthquake magnitude of 7.5. It has been shown that the yield strength ratio at the triggering of liquefaction for a magnitude of 7.5 can be estimated by 0.011 times the equivalent clean sand blow count. Therefore, the critical strength ratio is 0.0055 times the equivalent clean sand blow count.

UR - http://www.scopus.com/inward/record.url?scp=0026946159&partnerID=8YFLogxK

UR - http://www.scopus.com/inward/citedby.url?scp=0026946159&partnerID=8YFLogxK

U2 - 10.1061/(ASCE)0733-9410(1992)118:11(1727)

DO - 10.1061/(ASCE)0733-9410(1992)118:11(1727)

M3 - Article

AN - SCOPUS:0026946159

VL - 118

SP - 1727

EP - 1747

JO - Journal of Geotechnical and Geoenvironmental Engineering - ASCE

JF - Journal of Geotechnical and Geoenvironmental Engineering - ASCE

SN - 1090-0241

IS - 11

ER -