地震作用下挡土墙主动土压力分布
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摘要
在滑动楔体上沿竖向取水平薄层作为微分单元体,通过作用在单元体上的水平力、竖向力及地震力,建立挡土墙主动土压力基本方程,结合滑楔体力矩平衡条件,得到对应不同地震系数的侧压力系数,将其用于水平微分单元法,得到了地震荷载作用下挡土墙主动土压力理论公式.分析地震系数对土侧压力系数和土压力的影响,结果表明,土侧压力系数随水平地震系数增加而增大;当竖向地震系数小于零时,土侧压力系数随竖向地震系数增大而减小,当竖向地震系数大于零时,土侧压力系数随竖向地震系数增大而增大;随着竖向地震系数的增大,水平土压力强度最大值逐渐减小,随着水平地震系数的增大,水平土压力强度最大值先递减后增大;随着竖向及水平地震系数的增大,水平土压力最大值位置向墙顶方向移动,靠近墙底处土压力强度相对减小,靠近墙顶处土压力强度相对增大.
The basic analysis equations were set up by considering the equilibrium of the forces on a thin-layer element of the wedge.By using the equilibrium equation of the moments on the whole wedge,the lateral coefficient of earth pressure,and the earth pressure distribution along the wall were obtained.The effects of seismic coefficient on the lateral coefficient of earth pressure and the distribution of earth pressures were investigated.The results show that the lateral earth pressure coefficient increases as the horizontal seismic coefficient increases.The effect of the vertical seismic coefficient is more complicated.If the vertical seismic coefficient is less than zero,the lateral earth pressure coefficient decreases as the vertical seismic coefficient increases;If the vertical seismic coefficient is greater than zero,the lateral earth pressure coefficient increases as the vertical seismic coefficient increases;the maximum earth pressure gradually decreases as the vertical seismic coefficient increases.The maximum earth pressure first decreases and then increases as the horizontal seismic coefficient increases;as the increase of the vertical and horizontal seismic coefficient increases,the position of the maximum lateral seismic earth pressure moves gradually to the top of the wall,but near the bottom of the wall,the relative value of the earth pressure decreases,and near the top of the wall,the relative value of the earth pressure increases.The proposed method was verified by some experiment data.The calculated resultant and maximum earth pressure agree well with the experiment results.The effect of seismic coefficient on the points of application of the resultant earth pressure was investigated.The proposed method was compared with the Mononobe-Okabe's theory.The results indicate that it is dangerous for the overturning stability of retaining walls with the translational movement mode if they are designed according to the Mononobe-Okabe's theory.
The basic analysis equations were set up by considering the equilibrium of the forces on a thin-layer element of the wedge.By using the equilibrium equation of the moments on the whole wedge,the lateral coefficient of earth pressure,and the earth pressure distribution along the wall were obtained.The effects of seismic coefficient on the lateral coefficient of earth pressure and the distribution of earth pressures were investigated.The results show that the lateral earth pressure coefficient increases as the horizontal seismic coefficient increases.The effect of the vertical seismic coefficient is more complicated.If the vertical seismic coefficient is less than zero,the lateral earth pressure coefficient decreases as the vertical seismic coefficient increases;If the vertical seismic coefficient is greater than zero,the lateral earth pressure coefficient increases as the vertical seismic coefficient increases;the maximum earth pressure gradually decreases as the vertical seismic coefficient increases.The maximum earth pressure first decreases and then increases as the horizontal seismic coefficient increases;as the increase of the vertical and horizontal seismic coefficient increases,the position of the maximum lateral seismic earth pressure moves gradually to the top of the wall,but near the bottom of the wall,the relative value of the earth pressure decreases,and near the top of the wall,the relative value of the earth pressure increases.The proposed method was verified by some experiment data.The calculated resultant and maximum earth pressure agree well with the experiment results.The effect of seismic coefficient on the points of application of the resultant earth pressure was investigated.The proposed method was compared with the Mononobe-Okabe's theory.The results indicate that it is dangerous for the overturning stability of retaining walls with the translational movement mode if they are designed according to the Mononobe-Okabe's theory.
引文
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[5]Choudhury D,Nimbalkar S S.Pseudo dynamic approachof seismic active earth pressure behind retaining wall[J].Geotechnical and Geological Engineering,2006,5(24):1103-1113.
[6]Choudhary D,Singh S.New approach for estimation ofstatic and seismic earth pressure[J].Geotechnical andGeological Engineering,2006,1(24):117-127.
[7]Ghosh P.Seismic active earth pressure behind a nonverti-cal retaining wall using pseudo-dynamic analysis[J].Ca-nadian Geotechnical Journal,2008,6(25):117-123.
[8]CHEN Xue-liang,TAO Xia-xin,CHEN Xian-mai.Reviewof study on seismic response of gravity type retaining wall[J].Journal of Natural Disasters,2007,3(15):139-146.(in Chinese)陈学良,陶夏新,陈宪麦.重力挡土墙地震反应研究评述[J].自然灾害学报,2007,3(15):139-146.
[9]WANG Yun-qiu.Non-linear distribution of earth pressureduring earthquake[J].Journal of Hohai University NaturalSciences,1983,4:61-72.(in Chinese)王云球.地震土压力的非线性分布[J].河海大学学报:自然科学版,1983,4:61-72.
[10]LIU Zhong-yu,YAN Fu-you.Dynamic active earth pres-sure on rigid retaining walls with submerged soils[J].Rock and Soil Mechanics,2006,4(27):566-570.(inChinese)刘忠玉,闫富有.有地下水时刚性挡土墙动主动土压力[J].岩土力学,2006,4(27):566-570.
[11]Azad A,Yasrobi S,Pak A.Seismic active earth pressuredistribution behind rigid retaining walls[J].Soil Dynamicsand Earthquake Engineering[J].2008,5(28):365-375.
[12]WANG Li-qiang,WANG Yuan-zhan,CHI Li-hua.Distri-bution of seismic soil pressure on a retaining wall[J].China Harbour Engineering,2007,5:1-5.(in Chinese)王立强,王元战,迟丽华.挡土墙地震土压力及其分布[J].中国港湾建设,2007,5:1-5.
[13]Baker R,Klein Y.An integrated limiting equilibrium ap-proach for design of reinforced soil retaining structures,part I:formulation[J].Geotextiles and Geomembranes,2004,3(22):119-150.
[14]Chen H T,Hung W Y,Chang C C.Centrifuge modelingtest of a geotextile reinforced wall with a very wet clayeybackfill[J].Geotextiles and Geomembranes,2007,6(25):346-359.
[15]MING H Y,LI X S,Dafalias Y F.Numerical study of im-pact of soil anisotropy on seismic performance of retainingstructure[J].Journal of Shenzhen University Science andEngineering,2007,24(3):221-227.(in Chinese)明海燕,李相菘,Dafalias Y F.砂土各向异性对挡土墙抗震性能影响数值分析[J].深圳大学学报理工版,2007,24(3):221-227.
[16]ZHU Tong-hao,ZHENG Su-zhang.Model tests of thegravity retaining wall when considering the seismic load[J].Sichuan Building Science,1983,1(7):35-37.(inChinese)朱桐浩,郑素璋,兰永珍.模拟地震荷载作用重力式挡土墙土压力的模型试验[J].四川建筑科学研究,1983,1(7):35-37.
[17]Magdi M El,Richard J.Influence of reinforcement parame-ters on the seismic response of reduced-scale reinforcedsoil retaining walls[J].Geotextiles and Geomembranes,2007,25(1):33-49.
[18]Christos Giarlelis George Mylonakis.Interpretation of dy-namic retaining wall model tests in light of elastic and plas-tic solutions[J].Soil Dynamics and Earthquake Engi-neering,2011,31(1):16-24.
[19]Abate G,Massimino M R.Numerical modelling of a sha-king table test for soil foundation superstructure interactionby means of a soil constitutive model implemented in aFEM code[J].Geotechnical and Geological Engineering,2010,28(1):37-59.
[2]ZHOU Jian,JIN Wei-feng.Coupled approach based nu-merical simulation of a retaining wall under seismic excita-tion[J].Rock and Soil Mechanics,2010,31(12):3949-3957.(in Chinese)周健,金炜枫.基于耦合方法的挡土墙地震响应的数值模拟[J].岩土力学,2010,31(12):3949-3957.
[3]Greco V R.Analytical earth thrust on walls with bilinearback face[J].Geotechnical Engineering,2007,160(1):23-29.
[4]Hattamleh O A,Muhunthan B.Numerical procedures fordeformation calculations in reinforced soil walls[J].Geo-textiles and Geomembranes,2006,1(24):52-57.
[5]Choudhury D,Nimbalkar S S.Pseudo dynamic approachof seismic active earth pressure behind retaining wall[J].Geotechnical and Geological Engineering,2006,5(24):1103-1113.
[6]Choudhary D,Singh S.New approach for estimation ofstatic and seismic earth pressure[J].Geotechnical andGeological Engineering,2006,1(24):117-127.
[7]Ghosh P.Seismic active earth pressure behind a nonverti-cal retaining wall using pseudo-dynamic analysis[J].Ca-nadian Geotechnical Journal,2008,6(25):117-123.
[8]CHEN Xue-liang,TAO Xia-xin,CHEN Xian-mai.Reviewof study on seismic response of gravity type retaining wall[J].Journal of Natural Disasters,2007,3(15):139-146.(in Chinese)陈学良,陶夏新,陈宪麦.重力挡土墙地震反应研究评述[J].自然灾害学报,2007,3(15):139-146.
[9]WANG Yun-qiu.Non-linear distribution of earth pressureduring earthquake[J].Journal of Hohai University NaturalSciences,1983,4:61-72.(in Chinese)王云球.地震土压力的非线性分布[J].河海大学学报:自然科学版,1983,4:61-72.
[10]LIU Zhong-yu,YAN Fu-you.Dynamic active earth pres-sure on rigid retaining walls with submerged soils[J].Rock and Soil Mechanics,2006,4(27):566-570.(inChinese)刘忠玉,闫富有.有地下水时刚性挡土墙动主动土压力[J].岩土力学,2006,4(27):566-570.
[11]Azad A,Yasrobi S,Pak A.Seismic active earth pressuredistribution behind rigid retaining walls[J].Soil Dynamicsand Earthquake Engineering[J].2008,5(28):365-375.
[12]WANG Li-qiang,WANG Yuan-zhan,CHI Li-hua.Distri-bution of seismic soil pressure on a retaining wall[J].China Harbour Engineering,2007,5:1-5.(in Chinese)王立强,王元战,迟丽华.挡土墙地震土压力及其分布[J].中国港湾建设,2007,5:1-5.
[13]Baker R,Klein Y.An integrated limiting equilibrium ap-proach for design of reinforced soil retaining structures,part I:formulation[J].Geotextiles and Geomembranes,2004,3(22):119-150.
[14]Chen H T,Hung W Y,Chang C C.Centrifuge modelingtest of a geotextile reinforced wall with a very wet clayeybackfill[J].Geotextiles and Geomembranes,2007,6(25):346-359.
[15]MING H Y,LI X S,Dafalias Y F.Numerical study of im-pact of soil anisotropy on seismic performance of retainingstructure[J].Journal of Shenzhen University Science andEngineering,2007,24(3):221-227.(in Chinese)明海燕,李相菘,Dafalias Y F.砂土各向异性对挡土墙抗震性能影响数值分析[J].深圳大学学报理工版,2007,24(3):221-227.
[16]ZHU Tong-hao,ZHENG Su-zhang.Model tests of thegravity retaining wall when considering the seismic load[J].Sichuan Building Science,1983,1(7):35-37.(inChinese)朱桐浩,郑素璋,兰永珍.模拟地震荷载作用重力式挡土墙土压力的模型试验[J].四川建筑科学研究,1983,1(7):35-37.
[17]Magdi M El,Richard J.Influence of reinforcement parame-ters on the seismic response of reduced-scale reinforcedsoil retaining walls[J].Geotextiles and Geomembranes,2007,25(1):33-49.
[18]Christos Giarlelis George Mylonakis.Interpretation of dy-namic retaining wall model tests in light of elastic and plas-tic solutions[J].Soil Dynamics and Earthquake Engi-neering,2011,31(1):16-24.
[19]Abate G,Massimino M R.Numerical modelling of a sha-king table test for soil foundation superstructure interactionby means of a soil constitutive model implemented in aFEM code[J].Geotechnical and Geological Engineering,2010,28(1):37-59.
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