Research onCentrifhge Model Testof Soft Clay Ultra-deep ExcaVation Instabi Utyand Failure

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Research onCentrifhge Model Testof Soft Clay Ultra-deep ExcaVation Instabi Utyand Failure

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[1]FENGHul,GAO Danyin9,LIUGuo-bin,et al.Research onCentrifhge Model Testof Soft Clay Ultra-deep ExcaVation Instabi Utyand Failure[J].Journal of Zhengzhou University (Engineering Science),2013,34(05):1-6.[doi:10.3969/j.issn.1671-6833.2013.05.001]

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Journal of Zhengzhou University (Engineering Science)[ISSN 1671-6833/CN 41-1339/T] Volume: 34 Number of periods: 2013 05 Page number: 1-6 Column: Public date: 2013-09-10

Title:: Research onCentrifhge Model Testof Soft Clay Ultra-deep ExcaVation Instabi Utyand Failure

Author(s):: FENGHul; GAO Dan．yin91; LIUGuo-bin2; MA Xian—fen92; 1.School of CivilEngineering zhengzhou university，zhengzhou 45000l，China；2．Depanment of Gegtechnical Engineering，Tongji University，Shanghai 200092，China

Keywords:: softclay excavation; geotechnicalcentrifbge; stability failure; insertion depthratio; slip suIface

CLC:: TU46.3

DOI:: 10.3969/j.issn.1671-6833.2013.05.001

Abstract:: Though simulating the excaVation process and stability fhilure of soft clay excavation whose depth was24m bycomplex geotechnical centrifuge，the stability factors，failure characteristics and symptoms were researched．Resultsdisplayedthat the embedded role on controlling the”skining”defb瑚ationwasvery favorable，also the case fbr excaVation stabilitywhen thewaUtoeinserted in hardpan，but whenwall toe reacheda cenain depth，the innuence wasunapparent as the insert depthincreasing．Forthe typical soft clay in Shanghai，critical insertion depthratio of retaining wall is 0．7．The failure symptomswere as follows：(1)The skirting deformation ofretaining wallwasobVious and its quantity valueis about 1／3 ofthemaximumhorizontal displacement ofthe wall．(2)Themasstransversal cracks arise whenthe surfacesubsidenceoutsideof excavation reached 1．38％日(日一excaVation depth)．(3)The upheaval of bottom increases rapidly，the value reached 3．1～3．8％日，and near the retaining wall greater than the central．(4)Pit soilwasin the passive earth pres— sure limit state．The destruction slip surface characteristics were obtained byanalyzing failure phenomena．

References:: [1]GOH A T C.Estimating basal-heave stability for bracedexcavations in soft clay [ J]. Journal of GeotechnicalEngineering,ASCE,1994,120(8):30 - 36.
[2]秦会来,黄茂松,王卫东．非均质软土基坑抗隆起稳定性的极限分析方法[J].岩土力学,2008, 29( 10):2719 - 2724.

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