Mitigation measures for pile groups behind quay walls subjected to lateral flow of liquefied soil: Shake table model tests

Motamed, Ramin; Towhata, Ikuo

doi:10.1016/j.soildyn.2010.04.016

Cited by 25 publications

(15 citation statements)

References 31 publications

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“…Despite that there were more experimental shaking table studies focusing on the saturated soil, soil liquefaction phenomenon, and soil–pile interaction , several research projects emphasized the structural behavior in dry soil. Makris et al .…”

Section: Introductionmentioning

confidence: 99%

“…However, the seismic performance of scoured bridge is not well understood yet. Recently, with the advance of experimental technique, soil-structure interaction (SSI) experiments became the focus of many studies, including a series of tests performed on a centrifuge [10][11][12][13][14][15] and tests performed on a shaking table [16][17][18][19][20][21][22][23][24][25]. Ohtsuki et al [10] conducted centrifuge testing to study pile group with superstructure in liquefiable soil before and after site remediation.…”

Section: Introductionmentioning

confidence: 99%

“…Despite that there were more experimental shaking table studies focusing on the saturated soil, soil liquefaction phenomenon, and soil-pile interaction [17,[19][20][21][22][23][24], several research projects emphasized the structural behavior in dry soil. Makris et al [16] conducted shake table tests to study the displacement transfer functions and strain spectra of a single pile embedded in dry sand.…”

Section: Introductionmentioning

confidence: 99%

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Experimental investigation on seismic behavior of scoured bridge pier with pile foundation

Wang

Liu

Chen

et al. 2014

Earthq Engng Struct Dyn

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Summary This study investigated the seismic performance and soil‐structure interaction of a scoured bridge models with pile foundation by shaking table tests using a biaxial laminar shear box. The bridge pier model with pile foundation comprised a lumped mass representing the superstructure, a steel pier, and a footing supported by a single aluminum pile within dry silica sand. End of the pile was fixed at the bottom of the shear box to simulate the scenario that the pile was embedded in a firm stratum of rock. The bridge pier model was subjected to one‐directional shakes, including white noise and earthquake records. The performance of the bridge pier model with pile foundation was discussed for different scoured conditions. It is found that the moment demand of pile increases with the increase of scoured depth whereas the moment demand of the bridge pier decreases, and this transition may induce the bridge failure mechanism transform from pier to pile. The seismic demand on scoured pile foundations may be underestimated and misinterpreted to a certain degree. When evaluating the system damping ratio with SSI, the system response may not be significantly changed even if the soil viscous damping contribution is varied. Copyright © 2014 John Wiley & Sons, Ltd.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Experimental investigation on seismic behavior of scoured bridge pier with pile foundation

Wang

Liu

Chen

et al. 2014

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

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“…Shahrour et al [4] studied the influence of pile inclination and the length/fineness ratio on the seismic response characteristics of a 2 × 2 full inclined pile foundation by establishing a three-dimensional finite element calculation model. Motamed and Towhata [5,6] studied the lateral diffuser deformation mechanism of a foundation and the influence of a site lateral diffuser on the dynamic response characteristics of a straight pile group using a vibration table model experiment. Dai et al [7] used the Davidenkov constitutive model and the improved incremental pore pressure model by Byrne; the seismic response characteristics of the group pile foundation in the liquefiable foundation obtained by the total stress method and the effective stress method were compared and analyzed.…”

Section: Introductionmentioning

confidence: 99%

Seismic Interaction Characteristics of an Inclined Straight Alternating Pile Group‐Soil in Liquefied Ground

Kong

Deng

Zhao³

2019

Advances in Civil Engineering

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In this paper, the pile-soil interaction of a low-rise pile cap foundation of an inclined straight alternating pile on two or three layers of a soil liquefaction site under seismic load is studied. By inputting the 0.5 g El Centro seismic wave in FLAC 3D , the pile-soil interaction rule of the pile foundation of the inclined and straight pile groups of the low-pile cap under seismic action is simulated. By analyzing the soil acceleration, the pore pressure ratio, the horizontal displacement of the pile body, the vertical displacement, and the pile body bending moment, the law of pile-soil interaction between the pile and soil when the lower part of the pile is embedded in the clay layer is studied, and the low-rise pile cap inclined straight alternating group pile foundation on the two-layer soil and the three-layer soil free field is compared and analyzed. e results show that, under seismic load, the maximum acceleration of soil mass in the two-layer soil and three-layer soil model is discrete, and the pore pressure ratio of sand soil increases from bottom to top. By analyzing the displacement and bending moment of pile body, the bending moment at the joint between the pile cap and the top of pile body is the largest and the most vulnerable to damage. e maximum value of pile displacement and bending moment in the three-layer soil is less than the maximum value of the two-layer soil, indicating that the pile group foundation in the three-layer soil free site model is safer.

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“…An optimization model for predicting the lateral displacement caused by liquefaction was formed by Kalantary [16]. Mitigation measures can be taken for pile groups behind quay walls subjected to lateral ow of lique ed soil [17]. e transfer formula for the horizontal thrust acting on the plane of covered sheet pile on land can be derived [17,18].…”

Section: Introductionmentioning

confidence: 99%

Displacement Calculation Method on Front Wall of Covered Sheet‐Pile Wharf

Gong

Wang

Jin-song

et al. 2018

Advances in Civil Engineering

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Covered sheet-pile wharves are widely used in port engineering, water conservancy, and civil engineering. This paper is based on the theory of earth pressure and the soil arching effect. According to the stress and deformation characteristics of the covered sheet-pile wharf, the formulas used to calculate the force and deformation of the front wall of a covered sheet-pile wharf under static loads are deduced. The accuracy of the theoretical derivation is verified by comparing actual measured stress and deformation data of Jingtang Port 32#. The comparison shows that when calculating the displacement of the section below the mud surface boundary, the results are in agreement with the in situ data. However, when calculating the displacement of the section above the mud surface boundary, if the anchorage point displacement is ignored because the anchorage point displacement is limited artificially, the calculated tension of the tie rod is relatively large. This leads to a significant decrease in the calculation result of the section above the mud surface boundary, which is very different from actual in situ measurement results. If anchorage point displacement is considered, the calculated tension of the tie rod is more accurate, and the calculation results of the front wall displacement are very close to in situ measurement results because the anchorage point displacement is assumed scientifically.

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Mitigation measures for pile groups behind quay walls subjected to lateral flow of liquefied soil: Shake table model tests

Cited by 25 publications

References 31 publications

Experimental investigation on seismic behavior of scoured bridge pier with pile foundation

Experimental investigation on seismic behavior of scoured bridge pier with pile foundation

Seismic Interaction Characteristics of an Inclined Straight Alternating Pile Group‐Soil in Liquefied Ground

Displacement Calculation Method on Front Wall of Covered Sheet‐Pile Wharf

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