临界滑动场理论在挡土墙土压力计算中的应用
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摘要
边坡临界滑动场理论已成功的解决了边坡和土压力的相关问题,但折线挡土墙和有地震荷载作用下的土压力的计算研究还未涉及到,本文是对临界滑动场理论的推广和拓展,研究了折线挡土墙和地震作用下的土压力计算。研究内容和结论如下:
本文研究了上下墙体高度比以及上下墙体转角对折线挡土墙土压力的影响;并通过对影响地震土压力的众多因素的研究,得出一些对工程设计有一定参考价值的结论。
对折线挡土墙来说,优化的上下墙体高度比应结合挡土墙的主动土压力大小和其相应的抗倾覆安全系数等因素综合确定,据本文算例的计算结果看,其优化比值应在1左右为宜。同时我们在考虑到其他因素之后,可以尽量减小上墙转角,增大下墙转角,来达到降低上下墙土压力的目的,进而可以降低建造挡土墙的成本。
对地震土压力来说,基于临界滑动场理论的地震土压力计算方法是应用M-O法的基本假设,并克服了M-O法的不足之处(如不能考虑有粘聚力的影响),同时计算结果与M-O法很接近,通过对影响地震土压力的众多因素的研究可得到以下结论:水平地震系数对地震土压力影响较大,而竖向地震系数对地震土压力影响较小,同时竖向地震系数越大,地震土压力越小,所以,有的规范忽略了竖向地震作用的影响,这样偏于安全考虑。当土体的内摩擦角增加时,或粘聚力增大时,地震土压力减小,鉴于此,我们在选择挡土墙墙后填土的类型时,我们应考虑选择内摩擦角大的粘性土。
Critical slip field method has successfully solved the problem of the calculation of slope stability,but the calculation and research of earth pressure under seismic load as well as broken line retaining wall are not involved. This article is the promotion and development of critical slip field method to study the calculation of earth pressure under seismic load as well as broken line retaining wall. Contents and conclusions are as follows:
The earth pressure of retaining wall, which is influenced by ratios between upper and lower wall height as well as their wall corner, is discussed. what's more, by means of studying many factors which influence the seismic earth pressure, some valuable conclusions on engineering are obtained.
Considering the broken line retaining wall, optimization of the height ratio between the upper and lower wall should consider the size of active earth pressure on retaining walls and its corresponding overturning safety factor. According to the calculating results of the example in this article, the appropriate optimal ratio should be around 1.Considering other factors, in order to reduce the upper and lower wall earth pressure we can reduce the corner of upper wall as much as possible and increase the lower wall corner correspondingly.Thereby we can reduce the constructing cost of the retaining wall.
As regard the earth pressure under seismic load, the method of calculation of seismic earth pressure basing on the critical slip field theory have utilized the basic assumptions of Monobe Okabe method.What is more, it overcomes the deficiency of the Monobe Okabe method. (not involving the impact of cohesion),meanwhile the calculating result approximates the result of the Monobe Okabe method. we can calculate by considering various factors affecting seismic earth pressure. The horizontal seismic coefficient has a major impact on the seismic earth pressure rather than the vertical seismic coefficient, meanwhile, with the increasing of the vertical seismic coefficient, the seismic earth pressure reduce correspondingly.Some criterions ignore the impact of vertical seismic load, the result is safer. When the earth internal friction angle or soil cohesion increases,the seismic earth pressure decreases correspondingly.Considering these, we should choose the soil with big internal friction angle while selecting the type of filling behind the retaining wall.
本文研究了上下墙体高度比以及上下墙体转角对折线挡土墙土压力的影响;并通过对影响地震土压力的众多因素的研究,得出一些对工程设计有一定参考价值的结论。
对折线挡土墙来说,优化的上下墙体高度比应结合挡土墙的主动土压力大小和其相应的抗倾覆安全系数等因素综合确定,据本文算例的计算结果看,其优化比值应在1左右为宜。同时我们在考虑到其他因素之后,可以尽量减小上墙转角,增大下墙转角,来达到降低上下墙土压力的目的,进而可以降低建造挡土墙的成本。
对地震土压力来说,基于临界滑动场理论的地震土压力计算方法是应用M-O法的基本假设,并克服了M-O法的不足之处(如不能考虑有粘聚力的影响),同时计算结果与M-O法很接近,通过对影响地震土压力的众多因素的研究可得到以下结论:水平地震系数对地震土压力影响较大,而竖向地震系数对地震土压力影响较小,同时竖向地震系数越大,地震土压力越小,所以,有的规范忽略了竖向地震作用的影响,这样偏于安全考虑。当土体的内摩擦角增加时,或粘聚力增大时,地震土压力减小,鉴于此,我们在选择挡土墙墙后填土的类型时,我们应考虑选择内摩擦角大的粘性土。
Critical slip field method has successfully solved the problem of the calculation of slope stability,but the calculation and research of earth pressure under seismic load as well as broken line retaining wall are not involved. This article is the promotion and development of critical slip field method to study the calculation of earth pressure under seismic load as well as broken line retaining wall. Contents and conclusions are as follows:
The earth pressure of retaining wall, which is influenced by ratios between upper and lower wall height as well as their wall corner, is discussed. what's more, by means of studying many factors which influence the seismic earth pressure, some valuable conclusions on engineering are obtained.
Considering the broken line retaining wall, optimization of the height ratio between the upper and lower wall should consider the size of active earth pressure on retaining walls and its corresponding overturning safety factor. According to the calculating results of the example in this article, the appropriate optimal ratio should be around 1.Considering other factors, in order to reduce the upper and lower wall earth pressure we can reduce the corner of upper wall as much as possible and increase the lower wall corner correspondingly.Thereby we can reduce the constructing cost of the retaining wall.
As regard the earth pressure under seismic load, the method of calculation of seismic earth pressure basing on the critical slip field theory have utilized the basic assumptions of Monobe Okabe method.What is more, it overcomes the deficiency of the Monobe Okabe method. (not involving the impact of cohesion),meanwhile the calculating result approximates the result of the Monobe Okabe method. we can calculate by considering various factors affecting seismic earth pressure. The horizontal seismic coefficient has a major impact on the seismic earth pressure rather than the vertical seismic coefficient, meanwhile, with the increasing of the vertical seismic coefficient, the seismic earth pressure reduce correspondingly.Some criterions ignore the impact of vertical seismic load, the result is safer. When the earth internal friction angle or soil cohesion increases,the seismic earth pressure decreases correspondingly.Considering these, we should choose the soil with big internal friction angle while selecting the type of filling behind the retaining wall.
引文
[1] Terzaghi, K. Theoretical soil mechanics. John Wiley & Sons, New York, NY, 1943.
[2] Janbu, N. Earth pressure and bearing capacity calculations by generalized procedure of slices. Proc. 4th Int. Conf. on Soil Mech. and Found. Engrg, London, Vol.2, 1957.207-212.
[3] Shields, D.H., and Tolunay, A.Z. Passive pressure coefficients by method of slices. J. of the Soil Mech. and Found. Div., ASCE 99(SM12). 1973. 1043-1053.
[4] Rahardio, H. and Fredlund, D.G. General limit equilibrium method for lateral earth force. Can. Geotech. J. 21, 1983.166-175.
[5]朱大勇.边坡临界滑动场及其数值模拟[J].岩土工程学报,1997,19(1):63-65.
[6]朱大勇,周早生,钱七虎.土体主动滑动场及主动土压力的计算[J].计算力学学报,2000,17(1):101-102.
[7]朱大勇,钱七虎,姜弘道.挡土结构中土体被动临界滑动场及被动土压力的数值计算[J].水利学报,2000,11:15-16.
[8]方左英.路基工程[M] .北京:人民交通出版社,1990.
[9]尉希成.支挡结构设计手册[M] .北京:中国建筑工业出版社,1996.
[10]杨雪强.对挡土墙折线型墙背上主动土压力的研究[J].西安矿业学院学报1999.
[11]Seed H B , Whitman R V. Design of Eart h Retaining Structuresfor Dynamic Loads/ /Specialty Conf. on Lateral Stresses in the Ground and Design of Earth Retaining Structures Ithaca , N Y:ASCE , 1970 : 103– 147
[12] Matsuazwa H , Ishibashi I , Kawamvra M1 Dynamic Soil and Water Pressures of Submerged Soils . Journal of Geotechnical Engineering , 1985 , 111 (10) : 1161 - 1176.
[13]李涛.地震主动土压力简化公式[J].铁道工程学报,1996 , (1) :103– 105.
[14]梁波.地震条件下桥台台背主动土压力简化计算方法[J].铁道工程学报,1999,62(2):36– 38.
[15]顾慰慈.挡土墙土压力计算手册[M].北京:中国建材工业出版社,2005
[16]陈学良,陶夏新.黏性土挡土墙地震土压力解析解[M]现代地震工程进展.南京:东南大学出版社,2002 :218– 224.
[17]刘忠玉,杨会朋,何盛东.刚性挡土墙地震主动土压力的非线性分布[J].郑州大学学报(工学版) ,2004 ,25 (2) :36 - 38 ,43.
[18] Choudhury D , Timbalkar S S . Pseudo-Dnamic Approach of Seismic ActiveEarth Pressure Behind Retaining Wall. Geotechnicaland Geological Engineering , 2006 , 24 : 1 103 - 1 113.
[19]张丽娟,米海珍.挡土墙填土曲线破裂面的地震主动土压力分析[J].建筑科学,2003 ,19 (5) :42– 45.
[20] Richards R , Elms D G . Seismic Behavior of Gravity Retaining Walls . Journal of Geotechnical Engineering Division , 1979 , 105( GT4) : 449– 464.
[21] Zarrabi-Kashani K . Sliding of Gravity Retaining Walls During Earthquake Considering Vertical Acceleration and Changing Inclination of Failure Surface : [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering , M. I . T. , 1979.
[22] Nadim F. Tilting and Sliding of Gravity Retaining Walls During Earthquake [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering , M. I . T. , 1980.
[23] Wong C P. Seismic Analysis and an Improved Seismic Design Procedure for Gravity Retaining Walls : [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering ,M. I. T. , 1982.
[24] Choudhury D , Sitharam T G, Subba Rao K S . Seismic Design of Earth-Retaining Structures and Foundations . Current Science ,Special Section : Geotechnics and Earthquake Hazards , 2004 , 87(10) : 1417 - 1425.
[25] Choudhury D , Chat terjee S . Dynamic Active Earth Pressure on Retaining Structures . Sādhanā, 2006 , 31 (Part6) : 721– 730.
[26] Velestsos A S , Younan A H. Dynamic Modeling and Response of Soil-Wall Systems. Houston , Texas : Rice University , 1993.
[27]张嘎,张建民.地基中结构物动力响应的一维解析方法[J].清华大学学报(自然科学版) ,2001 ,41 (11) :106– 109.
[28]张嘎,张建民.成层地基与浅埋结构物动力相互作用的简化分析[J].工程力学,2002 ,19 (6) :93 - 97 ,104.
[29]陈学良,袁一凡.挡土墙地震反应非线性波动模拟[J].地震工程与工程振动,2003 ,23 (4) :9– 16.
[30] Nanim F , Whitman R V. Seismically Induced Movements of Retaining Walls. Journal of Geotechnical Engineering , 1983 , 109 :915– 931.
[31]李德武,梁波,韩文峰.桥台岸坡滑移地震稳定信分析[J].岩石力学与工程学报,2003 ,22 (增2) :2813 - 2818.
[32]周健,董鹏,池永.软土地下结构的地震土压力分析研究[J].岩土力学,2004 ,25 (4) :554– 559.
[33]赵健,冷伍明.基于能量理论的地震主动土压力计算方法研究[J].路基工程,2005 ,122 (5) :39– 41.
[34] Woodward P K, Griffitas D V.Comparison of the Pseudo-Static and Dynamic Behavior of Gravity Retaining Walls. Geotechnical and Geological Engineering , 1996 , 14 : 269– 290.
[35] Zeng X . Seismic Response of Gravity Quay Walls . I : Centrifuge Modeling. Journal of Geotechnical and Geoenvironmental Engineering , 1998 , 124 (5) : 406– 417.
[36] Cascpme E , Maugeri M. Shaking Table Tests of Gravity Retaining Walls . Transactions on t -he Built Environment , 1995 , 14.
[37] Koseki J , Munaf Y, Tat suoka F et al1 , Shaking and Tilt Table Tests of Geosynt hetic-Reinforced Soil and Conventional -Type Retaining Walls. Geosynt hetics International , 1998 , 5 (1 - 2) : 73 -96.
[38] Watanbe K, Munaf Y, Koseki J et al. , Behaviors of Several Types of Model Retaining Walls Subjected to Irregular Excitation. Journal of the Japanese Geotechnical Society : Soils and foundation , 2003 , 143 (5) : 13– 27.
[39] Ting N H. Eart hquake2Induced Tilt of Retaining Wall With Saturated Backfill : [ P. H.D Thesis ]. Cambridge , Massachusetts : Department of Civil and Environmental Engineering , M. I . T. , 1993.
[40] Burke C , Ling H I , Liu H B. Seismic Response Analysis of a Full-Scale Reinforced Soil Retaining Wall/ / 17th ASCE Engineering Mechanics Conference. Newark , DE : University of Delaware , 2004.
[41] Lee C J. Cent rifuge Modeling of the Behavior of Caisson-Type Quay Walls During Eart hquakes. Soil dynamics and Earthquake Engineering , 2005 , 25 (2) : 117– 131.
[42]周应英.桥用刚性挡土墙的土压力模型试验研究[J].国外公路,1987 ,7 (3) :14– 18.
[43]周应英,任美龙.刚性挡土墙后主动土压力的试验研究[J].岩土工程学报,1990 ,12 (2) :19– 26.
[44]岳祖润,彭胤宗,张师德.压实黏性填土挡土墙土压力离心模型试验[J].岩土工程学报,1992 ,14 (6) :90– 95.
[45]徐日庆,陈页开,杨仲轩,等.刚性挡墙被动土压力模型试验研究[J].岩土工程学报,2002 ,24 (5) :569– 575.
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[2] Janbu, N. Earth pressure and bearing capacity calculations by generalized procedure of slices. Proc. 4th Int. Conf. on Soil Mech. and Found. Engrg, London, Vol.2, 1957.207-212.
[3] Shields, D.H., and Tolunay, A.Z. Passive pressure coefficients by method of slices. J. of the Soil Mech. and Found. Div., ASCE 99(SM12). 1973. 1043-1053.
[4] Rahardio, H. and Fredlund, D.G. General limit equilibrium method for lateral earth force. Can. Geotech. J. 21, 1983.166-175.
[5]朱大勇.边坡临界滑动场及其数值模拟[J].岩土工程学报,1997,19(1):63-65.
[6]朱大勇,周早生,钱七虎.土体主动滑动场及主动土压力的计算[J].计算力学学报,2000,17(1):101-102.
[7]朱大勇,钱七虎,姜弘道.挡土结构中土体被动临界滑动场及被动土压力的数值计算[J].水利学报,2000,11:15-16.
[8]方左英.路基工程[M] .北京:人民交通出版社,1990.
[9]尉希成.支挡结构设计手册[M] .北京:中国建筑工业出版社,1996.
[10]杨雪强.对挡土墙折线型墙背上主动土压力的研究[J].西安矿业学院学报1999.
[11]Seed H B , Whitman R V. Design of Eart h Retaining Structuresfor Dynamic Loads/ /Specialty Conf. on Lateral Stresses in the Ground and Design of Earth Retaining Structures Ithaca , N Y:ASCE , 1970 : 103– 147
[12] Matsuazwa H , Ishibashi I , Kawamvra M1 Dynamic Soil and Water Pressures of Submerged Soils . Journal of Geotechnical Engineering , 1985 , 111 (10) : 1161 - 1176.
[13]李涛.地震主动土压力简化公式[J].铁道工程学报,1996 , (1) :103– 105.
[14]梁波.地震条件下桥台台背主动土压力简化计算方法[J].铁道工程学报,1999,62(2):36– 38.
[15]顾慰慈.挡土墙土压力计算手册[M].北京:中国建材工业出版社,2005
[16]陈学良,陶夏新.黏性土挡土墙地震土压力解析解[M]现代地震工程进展.南京:东南大学出版社,2002 :218– 224.
[17]刘忠玉,杨会朋,何盛东.刚性挡土墙地震主动土压力的非线性分布[J].郑州大学学报(工学版) ,2004 ,25 (2) :36 - 38 ,43.
[18] Choudhury D , Timbalkar S S . Pseudo-Dnamic Approach of Seismic ActiveEarth Pressure Behind Retaining Wall. Geotechnicaland Geological Engineering , 2006 , 24 : 1 103 - 1 113.
[19]张丽娟,米海珍.挡土墙填土曲线破裂面的地震主动土压力分析[J].建筑科学,2003 ,19 (5) :42– 45.
[20] Richards R , Elms D G . Seismic Behavior of Gravity Retaining Walls . Journal of Geotechnical Engineering Division , 1979 , 105( GT4) : 449– 464.
[21] Zarrabi-Kashani K . Sliding of Gravity Retaining Walls During Earthquake Considering Vertical Acceleration and Changing Inclination of Failure Surface : [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering , M. I . T. , 1979.
[22] Nadim F. Tilting and Sliding of Gravity Retaining Walls During Earthquake [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering , M. I . T. , 1980.
[23] Wong C P. Seismic Analysis and an Improved Seismic Design Procedure for Gravity Retaining Walls : [ S .M. Thesis ]. Cambridge , Massachusetts : Department of Civil Engineering ,M. I. T. , 1982.
[24] Choudhury D , Sitharam T G, Subba Rao K S . Seismic Design of Earth-Retaining Structures and Foundations . Current Science ,Special Section : Geotechnics and Earthquake Hazards , 2004 , 87(10) : 1417 - 1425.
[25] Choudhury D , Chat terjee S . Dynamic Active Earth Pressure on Retaining Structures . Sādhanā, 2006 , 31 (Part6) : 721– 730.
[26] Velestsos A S , Younan A H. Dynamic Modeling and Response of Soil-Wall Systems. Houston , Texas : Rice University , 1993.
[27]张嘎,张建民.地基中结构物动力响应的一维解析方法[J].清华大学学报(自然科学版) ,2001 ,41 (11) :106– 109.
[28]张嘎,张建民.成层地基与浅埋结构物动力相互作用的简化分析[J].工程力学,2002 ,19 (6) :93 - 97 ,104.
[29]陈学良,袁一凡.挡土墙地震反应非线性波动模拟[J].地震工程与工程振动,2003 ,23 (4) :9– 16.
[30] Nanim F , Whitman R V. Seismically Induced Movements of Retaining Walls. Journal of Geotechnical Engineering , 1983 , 109 :915– 931.
[31]李德武,梁波,韩文峰.桥台岸坡滑移地震稳定信分析[J].岩石力学与工程学报,2003 ,22 (增2) :2813 - 2818.
[32]周健,董鹏,池永.软土地下结构的地震土压力分析研究[J].岩土力学,2004 ,25 (4) :554– 559.
[33]赵健,冷伍明.基于能量理论的地震主动土压力计算方法研究[J].路基工程,2005 ,122 (5) :39– 41.
[34] Woodward P K, Griffitas D V.Comparison of the Pseudo-Static and Dynamic Behavior of Gravity Retaining Walls. Geotechnical and Geological Engineering , 1996 , 14 : 269– 290.
[35] Zeng X . Seismic Response of Gravity Quay Walls . I : Centrifuge Modeling. Journal of Geotechnical and Geoenvironmental Engineering , 1998 , 124 (5) : 406– 417.
[36] Cascpme E , Maugeri M. Shaking Table Tests of Gravity Retaining Walls . Transactions on t -he Built Environment , 1995 , 14.
[37] Koseki J , Munaf Y, Tat suoka F et al1 , Shaking and Tilt Table Tests of Geosynt hetic-Reinforced Soil and Conventional -Type Retaining Walls. Geosynt hetics International , 1998 , 5 (1 - 2) : 73 -96.
[38] Watanbe K, Munaf Y, Koseki J et al. , Behaviors of Several Types of Model Retaining Walls Subjected to Irregular Excitation. Journal of the Japanese Geotechnical Society : Soils and foundation , 2003 , 143 (5) : 13– 27.
[39] Ting N H. Eart hquake2Induced Tilt of Retaining Wall With Saturated Backfill : [ P. H.D Thesis ]. Cambridge , Massachusetts : Department of Civil and Environmental Engineering , M. I . T. , 1993.
[40] Burke C , Ling H I , Liu H B. Seismic Response Analysis of a Full-Scale Reinforced Soil Retaining Wall/ / 17th ASCE Engineering Mechanics Conference. Newark , DE : University of Delaware , 2004.
[41] Lee C J. Cent rifuge Modeling of the Behavior of Caisson-Type Quay Walls During Eart hquakes. Soil dynamics and Earthquake Engineering , 2005 , 25 (2) : 117– 131.
[42]周应英.桥用刚性挡土墙的土压力模型试验研究[J].国外公路,1987 ,7 (3) :14– 18.
[43]周应英,任美龙.刚性挡土墙后主动土压力的试验研究[J].岩土工程学报,1990 ,12 (2) :19– 26.
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