Seismic responses of vertical-faced wrap-around reinforced soil walls

研究成果: Article

1 引文 (Scopus)

摘要

A series of shaking table tests on geosynthetic-reinforced walls with a height of H = 0.6 m is performed to investigate the seismic performance of prototype walls with H = 6 m. Ground-wall resonance occurs at small values of horizontal peak ground acceleration (HPGA), namely 0.1-0.5g, with an amplification factor of Am = 1.2-2.2 at the crest of the wall. This factor decreases with increasing HPGA. For walls that attain states of maximum horizontal displacement (Dmax)/H > 5%, the failure mechanism consists of a vertical failure surface at a distance from the facing of 0.3H for the upper half of the wall and a Rankine triangular wedge over the lower half of the wall. Mononobe-Okabe theory gives dynamic earth pressure coefficients that agree well with experimental results based on kh = η·HPGA/g, where kh and η are the horizontal seismic coefficient and an empirical constant, respectively, with values of η ranging from 1/4 to 1/3. Furthermore, the maximum tensile forces induced by shaking increase as the depth of reinforcement increases, generating a trapezoidal shape rather than the inverted trapezoidal shape proposed in the literature.

原文English
頁(從 - 到)146-163
頁數18
期刊Geosynthetics International
26
發行號2
DOIs
出版狀態Published - 2019 一月 1

指紋

Seismic response
seismic response
Soils
soil
Amplification
Reinforcement
Earth (planet)
shaking table test
earth pressure
geosynthetics
failure mechanism
reinforcement
amplification

All Science Journal Classification (ASJC) codes

  • Geotechnical Engineering and Engineering Geology

引用此文

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abstract = "A series of shaking table tests on geosynthetic-reinforced walls with a height of H = 0.6 m is performed to investigate the seismic performance of prototype walls with H = 6 m. Ground-wall resonance occurs at small values of horizontal peak ground acceleration (HPGA), namely 0.1-0.5g, with an amplification factor of Am = 1.2-2.2 at the crest of the wall. This factor decreases with increasing HPGA. For walls that attain states of maximum horizontal displacement (Dmax)/H > 5{\%}, the failure mechanism consists of a vertical failure surface at a distance from the facing of 0.3H for the upper half of the wall and a Rankine triangular wedge over the lower half of the wall. Mononobe-Okabe theory gives dynamic earth pressure coefficients that agree well with experimental results based on kh = η·HPGA/g, where kh and η are the horizontal seismic coefficient and an empirical constant, respectively, with values of η ranging from 1/4 to 1/3. Furthermore, the maximum tensile forces induced by shaking increase as the depth of reinforcement increases, generating a trapezoidal shape rather than the inverted trapezoidal shape proposed in the literature.",
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