平移模式下挡墙非极限土压力计算方法
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摘要
在考虑挡墙平动位移效应和内摩擦角折减系数的基础上,利用薄层斜条分法,提出墙后填土为无黏性土时挡墙非极限主动和被动土压力计算公式。为验证该方法的可行性,对平移模式下挡墙进行主动和被动土压力模型试验,并利用该方法对2个模型试验进行计算分析。试验及计算结果均表明:不同s/sc比值情况下,主动土压力随深度增加表现出先增大后减小的趋势,且在0.6H(H为挡土墙高度)位置与库仑土压力曲线出现交点;被动土压力沿深度非线性增大,但其值均小于库仑被动土压力值;主动土压力合力作用点位置均高于库仑土压力合力作用点,而被动土压力合力作用点位置均低于库伦土压力合力作用点,并且随着s/sc比值的提高差距越大。
Considering the movement effect of translation mode,the friction angle reduction coefficient and the method of bevel-layer analysis,a method for calculating the unlimited active and passive earth pressures is deduced for cohesiveless soil retaining wall with translation mode.In order to validate the feasibility of the proposed approach,two model tests for active and passive earth pressures were conducted in laboratory,respectively;and the proposed method was used to analyze the two models.Experimental and theoretical results indicate that the curve of active earth pressure increases firstly and decreases then along the depth of retaining wall with different values of s/sc,and it has a point of intersection with the curve of Coulomb active earth pressure at the depth of 0.6H,where H is the wall height.The passive earth pressure keeps increasing along the depth of retaining wall and is always smaller than the Coulomb passive earth pressure.Further study indicates that the action point position of the active earth pressure is higher than that of the Coulomb passive earth pressure,and the action point position of the passive earth pressure is lower than that of the Coulomb passive pressure.Moreover,with the increasing value of s/sc,the calculated and measured action point positions keep away from the action point position of the Coulomb earth pressure.
Considering the movement effect of translation mode,the friction angle reduction coefficient and the method of bevel-layer analysis,a method for calculating the unlimited active and passive earth pressures is deduced for cohesiveless soil retaining wall with translation mode.In order to validate the feasibility of the proposed approach,two model tests for active and passive earth pressures were conducted in laboratory,respectively;and the proposed method was used to analyze the two models.Experimental and theoretical results indicate that the curve of active earth pressure increases firstly and decreases then along the depth of retaining wall with different values of s/sc,and it has a point of intersection with the curve of Coulomb active earth pressure at the depth of 0.6H,where H is the wall height.The passive earth pressure keeps increasing along the depth of retaining wall and is always smaller than the Coulomb passive earth pressure.Further study indicates that the action point position of the active earth pressure is higher than that of the Coulomb passive earth pressure,and the action point position of the passive earth pressure is lower than that of the Coulomb passive pressure.Moreover,with the increasing value of s/sc,the calculated and measured action point positions keep away from the action point position of the Coulomb earth pressure.
引文
[1]TERZAGHI K.Record earth pressure testing machine[J].EngineeringNews Record,1932,109(29):365–369.
[2]FANG Y S,ISHIBASHI I.Static earth pressure with various wallmovements[J].Journal of Geotechnical Engineering,ASCE,1986,112(3):317–333.
[3]FANG Y S,CHEN T J,WU B F.Passive earth pressure with variouswall movements[J].Journal of Geotechnical Engineering,ASCE,1994,120(8):1 307–1 323.
[4]MATSUZAWA H,HAZARIKA H.Analyses of active earth pressureagainst rigid retaining walls subjected to different modes of movement[J].Soils and Foundations,1996,36(3):51–65.
[5]CHANG M F.Lateral earth pressures behind rotating walls[J].Canadian Geotechnical Journal,1997,34(4):498–509.
[6]王元战,李蔚,黄长虹.墙体绕基础转动情况下挡土墙主动土压力分布[J].岩土工程学报,2003,25(2):208–211.(WANGYuanzhan,LI Wei,HUANG Changhong.Distribution of active earthpressure with wall movement of rotation about base[J].ChineseJournal of Geotechnical Engineering,2003,25(2):208–211.(inChinese))
[7]陈国兴,韩爱民.关于基坑支护结构土压力计算的若干意见[J].工程兵工程学院学报,1999,14(1):33–37.(CHEN Guoxing,HANAimin.Some opinion on the earth pressure computing of the fenderstructures on the excavation engineering[J].Journal of NanjingEngineering Institute,1999,14(1):33–37.(in Chinese))
[8]杨泰华,贺怀建.黏性土基础强度折减法的位移土压力理论[J].岩土力学,2009,30(增2):185–188.(YANG Taihua,HE Huaijian.Displacement-earth pressure theory for cohesive soil based on shearstrength reduction[J].Rock and Soil Mechanics,2009,30(Supp.2):185–188.(in Chinese))
[9]卢国胜.考虑位移的土压力计算方法[J].岩土力学,2004,25(4):586–589.(LU Guosheng.A calculation method of earth pressureconsidering displacement[J].Rock and Soil Mechanics,2004,25(4):586–589.(in Chinese))
[10]梅国雄,宰金珉.考虑变形的朗肯土压力模型[J].岩石力学与工程学报,2001,20(6):851–853.(MEI Guoxiong,ZAI Jinmin.Rankineearth pressure model considering deformation[J].Chinese Journal ofRock Mechanics and Engineering,2001,20(6):851–853.(in Chinese))
[11]WANG Y Z.Distribution of earth pressure on a retaining wall[J].Geotechnique,2000,50(1):83–88.
[12]卢坤林,杨扬.非极限主动土压力计算方法初探[J].岩土力学,2010,31(2):615–619.(LU Kunlin,YANG Yang.Preliminary studyof active earth pressure under non-limit state[J].Rock and SoilMechanics,2010,31(2):615–619.(in Chinese))
[13]张永兴,陈林.挡土墙非极限状态主动土压力分布[J].土木工程学报,2011,44(4):112–119.(ZHANG Yongxing,CHEN Lin.Active earth pressure on retaining walls in non-limit state[J].ChinaCivil Engineering Journal,2011,44(4):112–119.(in Chinese))
[14]林宇亮,杨果林,赵炼恒.地震条件下挡墙后黏性土主动土压力研究[J].岩土力学,2011,32(8):2479–2486.(LIN Yuliang,YANGGuolin,ZHAO Lianheng.Active earth pressure of cohesive soilbehind retaining wall under seismic condition[J].Rock and SoilMechanics,2011,32(8):2 479–2 486.(in Chinese))
[15]龚慈,魏纲,徐日庆.RT模式下刚性挡墙土压力计算方法研究[J].岩土力学,2006,27(9):1588–1592.(GONG Ci,WEI Gang,XU Riqing.Earth pressure against rigid retaining wall rotating abouttop[J].Rock and Soil Mechanics,2006,27(9):1 588–1 592.(inChinese))
[16]陈林,张永兴,冉可新.考虑剪应力作用的挡土墙主动土压力计算[J].岩土力学,2009,30(增2):219–223.(CHEN Lin,ZHANGYongxing,RAN Kexin.A method for calculating active earthpressure considering shear stress[J].Rock and Soil Mechanics,2009,30(Supp.2):219–223.(in Chinese))
[17]孙勇.地震条件下挡土墙主动土压力及其分布的统一解[J].岩土力学,2012,33(1):255–261.(SUN Yong.Unified solution ofseismic active earth pressure and its distribution on a retaining wall[J].Rock and Soil Mechanics,2012,33(1):255–261.(in Chinese))
[18]林智勇,戴自航,苏美选.复杂条件下挡土墙主动土压力解析解[J].岩土工程学报,2008,30(4):555–559.(LIN Zhiyong,DAI Zihang,SU Meixuan.Analytical solution of active earth pressureacting on retaining walls under complicated conditions[J].ChineseJournal of Geotechnical Engineering,2008,30(4):555–559.(inChinese))
[19]CHANG M F.Lateral earth pressure behind rotating walls[J].Canadian Geotechnical Journal,1997,34(4):498–509.
[2]FANG Y S,ISHIBASHI I.Static earth pressure with various wallmovements[J].Journal of Geotechnical Engineering,ASCE,1986,112(3):317–333.
[3]FANG Y S,CHEN T J,WU B F.Passive earth pressure with variouswall movements[J].Journal of Geotechnical Engineering,ASCE,1994,120(8):1 307–1 323.
[4]MATSUZAWA H,HAZARIKA H.Analyses of active earth pressureagainst rigid retaining walls subjected to different modes of movement[J].Soils and Foundations,1996,36(3):51–65.
[5]CHANG M F.Lateral earth pressures behind rotating walls[J].Canadian Geotechnical Journal,1997,34(4):498–509.
[6]王元战,李蔚,黄长虹.墙体绕基础转动情况下挡土墙主动土压力分布[J].岩土工程学报,2003,25(2):208–211.(WANGYuanzhan,LI Wei,HUANG Changhong.Distribution of active earthpressure with wall movement of rotation about base[J].ChineseJournal of Geotechnical Engineering,2003,25(2):208–211.(inChinese))
[7]陈国兴,韩爱民.关于基坑支护结构土压力计算的若干意见[J].工程兵工程学院学报,1999,14(1):33–37.(CHEN Guoxing,HANAimin.Some opinion on the earth pressure computing of the fenderstructures on the excavation engineering[J].Journal of NanjingEngineering Institute,1999,14(1):33–37.(in Chinese))
[8]杨泰华,贺怀建.黏性土基础强度折减法的位移土压力理论[J].岩土力学,2009,30(增2):185–188.(YANG Taihua,HE Huaijian.Displacement-earth pressure theory for cohesive soil based on shearstrength reduction[J].Rock and Soil Mechanics,2009,30(Supp.2):185–188.(in Chinese))
[9]卢国胜.考虑位移的土压力计算方法[J].岩土力学,2004,25(4):586–589.(LU Guosheng.A calculation method of earth pressureconsidering displacement[J].Rock and Soil Mechanics,2004,25(4):586–589.(in Chinese))
[10]梅国雄,宰金珉.考虑变形的朗肯土压力模型[J].岩石力学与工程学报,2001,20(6):851–853.(MEI Guoxiong,ZAI Jinmin.Rankineearth pressure model considering deformation[J].Chinese Journal ofRock Mechanics and Engineering,2001,20(6):851–853.(in Chinese))
[11]WANG Y Z.Distribution of earth pressure on a retaining wall[J].Geotechnique,2000,50(1):83–88.
[12]卢坤林,杨扬.非极限主动土压力计算方法初探[J].岩土力学,2010,31(2):615–619.(LU Kunlin,YANG Yang.Preliminary studyof active earth pressure under non-limit state[J].Rock and SoilMechanics,2010,31(2):615–619.(in Chinese))
[13]张永兴,陈林.挡土墙非极限状态主动土压力分布[J].土木工程学报,2011,44(4):112–119.(ZHANG Yongxing,CHEN Lin.Active earth pressure on retaining walls in non-limit state[J].ChinaCivil Engineering Journal,2011,44(4):112–119.(in Chinese))
[14]林宇亮,杨果林,赵炼恒.地震条件下挡墙后黏性土主动土压力研究[J].岩土力学,2011,32(8):2479–2486.(LIN Yuliang,YANGGuolin,ZHAO Lianheng.Active earth pressure of cohesive soilbehind retaining wall under seismic condition[J].Rock and SoilMechanics,2011,32(8):2 479–2 486.(in Chinese))
[15]龚慈,魏纲,徐日庆.RT模式下刚性挡墙土压力计算方法研究[J].岩土力学,2006,27(9):1588–1592.(GONG Ci,WEI Gang,XU Riqing.Earth pressure against rigid retaining wall rotating abouttop[J].Rock and Soil Mechanics,2006,27(9):1 588–1 592.(inChinese))
[16]陈林,张永兴,冉可新.考虑剪应力作用的挡土墙主动土压力计算[J].岩土力学,2009,30(增2):219–223.(CHEN Lin,ZHANGYongxing,RAN Kexin.A method for calculating active earthpressure considering shear stress[J].Rock and Soil Mechanics,2009,30(Supp.2):219–223.(in Chinese))
[17]孙勇.地震条件下挡土墙主动土压力及其分布的统一解[J].岩土力学,2012,33(1):255–261.(SUN Yong.Unified solution ofseismic active earth pressure and its distribution on a retaining wall[J].Rock and Soil Mechanics,2012,33(1):255–261.(in Chinese))
[18]林智勇,戴自航,苏美选.复杂条件下挡土墙主动土压力解析解[J].岩土工程学报,2008,30(4):555–559.(LIN Zhiyong,DAI Zihang,SU Meixuan.Analytical solution of active earth pressureacting on retaining walls under complicated conditions[J].ChineseJournal of Geotechnical Engineering,2008,30(4):555–559.(inChinese))
[19]CHANG M F.Lateral earth pressure behind rotating walls[J].Canadian Geotechnical Journal,1997,34(4):498–509.
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