基于ADINA的边坡稳定性分析
摘要
边坡问题在道路工程、建筑工程、水电工程及其它岩土工程中最为常见,目前计算方法不少,但问题并未彻底解决。因此,研究边坡的稳定性,对如何预防滑坡的发生,具有重要的工程意义。
随着计算机技术的发展,边坡稳定数值分析方法已经较为成熟,然而如何判别边坡工程是否达到临界破坏状态,仍然是一个比较棘手的研究问题。本文基于滑坡变形破坏规律的研究,提出了边坡破坏的判据,验证了重度增加法分析边坡稳定的可行性与可靠性,这些工作能为边坡工程设计和施工提供参考依据。
具体的研究工作如下:
1.采用经典算例验证重度增加法分析边坡稳定的可行性与可靠性。
2.探讨了有限元计算中边坡破坏的判别标准。
3.分析了坡顶受均布荷载作用下,运用重度增加法计算边坡稳定性安全系数的可行性和可靠性。
4.分析了二级边坡情况下运用重度增加法计算边坡稳定性安全系数的可行性和可靠性。
5.分析了影响计算精度的各种因素,绘制了各种影响因子与稳定性安全系数之间的关系曲线图。并给出了粘聚力、内摩擦角与稳定性安全系数之间的关系的量化表达式。
Slope problems are most commonly found in road engineering, architecture engineering, hydropower engineering and other geotechnical engineerings. At present, there are many methods of slope analysis, but the problem remains unsolved. Researches on slope stability have great significance to the prevention of slope slide in practical projects.
With the development of computer, numerical analysis method of slope stability is mature, but how to determine whether the slope project is in a critical damaging state is still an issue to be studied. Basing on the study of Landslide deformation and damage rule, this paper puts forward the judging basis of slope stability, verifies the feasibility and reliability of using gravity increase method to analyze the slope stability. All these can provide references for the design and construction of slope projects.
Specific research works are as follows:
(1) Verify the feasibility and reliability of slope stability analysis by applying gravity increase method to some classic examples.
(2) Discuss the destructive criterions of slope in Finite element calculation.
(3) Analyze the feasibility and reliability of slope stability analysis by applying gravity increase method on condition that the top of slope suffers the load which is in average distribution
(4) Analyze the feasibility and reliability of slope stability analysis by applying gravity increase method on condition that the slope has two sloping surfaces.
(5) Analyzing various factors which affect the accuracy of slope stability calculation and drawing some curves of the relationship between the result of slope analysis and a variety of influential factors. And work out fitting function of relationship between cohesion force and stability safety factor. Work out fitting function of relationship between internal friction angle and stability safety factor.
随着计算机技术的发展,边坡稳定数值分析方法已经较为成熟,然而如何判别边坡工程是否达到临界破坏状态,仍然是一个比较棘手的研究问题。本文基于滑坡变形破坏规律的研究,提出了边坡破坏的判据,验证了重度增加法分析边坡稳定的可行性与可靠性,这些工作能为边坡工程设计和施工提供参考依据。
具体的研究工作如下:
1.采用经典算例验证重度增加法分析边坡稳定的可行性与可靠性。
2.探讨了有限元计算中边坡破坏的判别标准。
3.分析了坡顶受均布荷载作用下,运用重度增加法计算边坡稳定性安全系数的可行性和可靠性。
4.分析了二级边坡情况下运用重度增加法计算边坡稳定性安全系数的可行性和可靠性。
5.分析了影响计算精度的各种因素,绘制了各种影响因子与稳定性安全系数之间的关系曲线图。并给出了粘聚力、内摩擦角与稳定性安全系数之间的关系的量化表达式。
Slope problems are most commonly found in road engineering, architecture engineering, hydropower engineering and other geotechnical engineerings. At present, there are many methods of slope analysis, but the problem remains unsolved. Researches on slope stability have great significance to the prevention of slope slide in practical projects.
With the development of computer, numerical analysis method of slope stability is mature, but how to determine whether the slope project is in a critical damaging state is still an issue to be studied. Basing on the study of Landslide deformation and damage rule, this paper puts forward the judging basis of slope stability, verifies the feasibility and reliability of using gravity increase method to analyze the slope stability. All these can provide references for the design and construction of slope projects.
Specific research works are as follows:
(1) Verify the feasibility and reliability of slope stability analysis by applying gravity increase method to some classic examples.
(2) Discuss the destructive criterions of slope in Finite element calculation.
(3) Analyze the feasibility and reliability of slope stability analysis by applying gravity increase method on condition that the top of slope suffers the load which is in average distribution
(4) Analyze the feasibility and reliability of slope stability analysis by applying gravity increase method on condition that the slope has two sloping surfaces.
(5) Analyzing various factors which affect the accuracy of slope stability calculation and drawing some curves of the relationship between the result of slope analysis and a variety of influential factors. And work out fitting function of relationship between cohesion force and stability safety factor. Work out fitting function of relationship between internal friction angle and stability safety factor.
引文
[1]陈祖煜.土质边坡稳定分析[M].北京:中国水利水电出版社,2003.
[2]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[3]潘家铮.建筑物的抗滑稳定和滑坡分析[M].北京:水利出版社,1980.
[4]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].成都:成都科技大学出版社,1987.
[5]唐洪祥,韩国城,邵龙潭.有限元边坡稳定分析方法及其应用[J].计算力学学报,2001,18(1):81-87
[6]王勖成,邵敏编著.有限单元法基本原理和数值方法[M].北京,清华大学出版社,2002
[7]赵尚毅,时卫民,郑颖人.边坡稳定性分析的有限元法[J].地下空间,2001,21(5):450-454
[8]蒋斌松,蔡美峰,吕爱钟.边坡稳定性的计算方法[J].岩石力学与工程学报,2004,23(16):2726-2729
[9]王泳嘉等.离散元法及其在岩土力学中的应用[M].辽宁:东北大学出版社,1991
[10]吴永礼编著.计算固体力学方法[M].北京,科学出版社,2002.
[11]石根华,任放等.块体系统不连续变形数值分析新方法[M].北京:科学出版社,1993.
[12]Fredlund D G,Morgenstern N R.Stress state variables for unsaturated soils[J].Journal of Geotechnical Engineering Division American Society of Civil Engineering,1977,103(5):447-466.
[13]束善治,章林.复杂条件下露天采场边坡变形分析[[J].工程地质学报,2000(2)
[14]Matsui T,San K C.Finite element slope stability analysis by shear strength reduction technique[J].Soil and Foundations,1992,32(I):59-70.
[15]徐传华,房定旺,朱绳武.边坡稳定分析中工程岩体抗剪强度参数选取的神经网络方法[J].岩石力学与工程学报,2002.21(6):858-862.
[16]乔金丽,李文秀,翟淑花等.神经网络在山区磷矿开采自然坡稳定分析中的应用[J].化工矿物与加工,2004,10.
[17]高浪,谢康和.人工神经网络在岩土工程中的应用[J].土木工程学报,2002,35(4):77-81.
[18]Griffiths D V,Lane P A.Slope stability analysis by finite element[J].Geotechnique,1999,49(3):387-403.
[19]E M Dawson,W H Roth,A Drescher.Slope stability analysis by strength reduction[J].Geotechnique 1999,49(6):835-840.
[20]曾国柱.遗传算法在边坡稳定性分析中的应用[M].武汉理工大学硕士论文,2003.
[21]柴贺军等.土质边坡稳定性评价进化遗传算法[J].山地学报,2001.19(2):180-184.
[22]云庆夏编著.进化算法[M].北京,冶金工业出版社,2000.
[23]安关峰等.遗传算法在边坡数值计算中的应用[J].中国地质大学学报,2002.27(2):177-180.
[24]江伟,耿克勤.边坡可靠性分析与评价[[J]水利水电技术,1994.3.
[25]李文秀.矿山高陡边坡稳定性研究的模糊数学方法田.长江科学院院报,1996,9.
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[29]Alonso E,GensA,Lioret A,Delahaye C.Effect of rain infiltration on the stability of slopes[J].Un-saturated Soils,1995.1,241-249.
[30]Shinada K,Fujii H & Nishinura S and Mcrii T.Stability of unsaturated slopes considering changes of matric suction[J].Unsaturated Soils,1995.1,293-299
[31]David M Potts,Lidija Zdravkov,Finite analysis in geotechnical engineering:Theory[M],2001,London.
[32]赵成刚,白冰.土力学原理[M].清华大学出版社/北京交通大学出版社.2004.
[33]屈智炯.土的塑性力学[M].成都科技大学出版社1987.
[34]龚晓南.土塑性力学[M].浙江大学出版社1997.
[35]Swan C C,Seo Y K.Limit state analysis of earthen slopes using dual continuum/FEM approaches[J].Int.J.Numer.Anal.Meth.Geomech.1999,23:1359-1371.
[36]Seo Y K.Computational methods for elasto-plastic slope stability analysis with seepage.Ph.D.Thesis,the University of Iowa,1998.
[37]Chen W F,Mizuno E.Nonlinear analysis in soil mechanics:theory and implementation.Elsevier,1990.
[38]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座一有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.
[39]赵尚毅,郑颖人,时卫民等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):343-346.
[40]张鲁渝,郑颖人,赵尚毅,等.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1):21-27.
[41]李广信.高等土力学[M].北京:清华大学出版社.2004.
[42]方建瑞,李志高,朱合华.弧长法在边坡稳定非线性有限元分析中的应用[J].水利学报2006,[9]:1142-1146.
[43]郑颖人赵尚毅.有限元强度折减法在土坡与岩坡中的应用[J].岩石力学与工程学报2004,23(19):3381-3388.
[44]王淑云,方保熔,王如云.数值分析方法[M].南京:河海大学出版社,2000
[45]徐芝纶.弹性力学(第三版)[M].北京:高等教育出版社,1990
[46]陈祖煜.土力学经典问题的极限分析上、下限解[[J].岩土工程学报2002.,24(1):1-11.
[47]朱大勇.边坡临界滑动场及数值模拟[J].岩上工程学报,1997,19(1):63-68.
[48]黄春娥,龚晓南.条分法与有限元法相结合分析渗流作用下的基坑边坡稳定性[[J].水利学报,2001,(1).
[49]Wong F S.Uncertainties in FE modeling of slope stability[J].Computer &Structures,1984,19:777-791.
[50]陈祖煜.土坡稳定分析通用条分法及其改进[J].岩土工程学报,1983,5(4):11-27.
[51]Whitman R.V.,Bailey W.A.Use of Computers for Slope Stability Analysis[J].ASCE Journal of Soil Mechanics and Foundation Division.1967,93(SM4).
[52]徐干成,郑颖人.岩土工程中屈服准则应用的研究[J].岩土工程学报,199012(2):93-99.
[53]杨名生.有限元网格全自动生成的四分法[J].计算结构力学及其应用,1989,4(4).
[54]卓家寿.弹塑性力学中的广义变分原理[M].中国水利水电出版社1995
[55]栾茂田,武亚军,年廷凯.强度折减有限元中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1-8.
[56]龚晓南,叶黔元,徐日庆编著.工程材料本构方程[M].北京,中国建筑工业出 版社,1995
[57]Snitbahn N and Chen W F.Elastic-plastic large deformation analysis of soil slopes[J].Computer & Structures.1978,9:567-577.
[58]陈庆中,高正中.土坡稳定滑移线数值分析方法[J].北方交通大学学报,1997,21(4):405-410.
[59]王敬林,郑楚健,郑颖人等.基于广义塑性理论上界法的有限元法及其应用[J].岩石力学与工程学报,2002,21(5):732-735.
[60]江志安,于站忠,王文胜.边坡稳定分析的技术探讨[J].水运工程,2003,351(4):19-24.
[61]王勖成,邵敏编著.有限单元法基本原理和数值方法[M].北京,清华大学出版社,2002
[2]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[3]潘家铮.建筑物的抗滑稳定和滑坡分析[M].北京:水利出版社,1980.
[4]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].成都:成都科技大学出版社,1987.
[5]唐洪祥,韩国城,邵龙潭.有限元边坡稳定分析方法及其应用[J].计算力学学报,2001,18(1):81-87
[6]王勖成,邵敏编著.有限单元法基本原理和数值方法[M].北京,清华大学出版社,2002
[7]赵尚毅,时卫民,郑颖人.边坡稳定性分析的有限元法[J].地下空间,2001,21(5):450-454
[8]蒋斌松,蔡美峰,吕爱钟.边坡稳定性的计算方法[J].岩石力学与工程学报,2004,23(16):2726-2729
[9]王泳嘉等.离散元法及其在岩土力学中的应用[M].辽宁:东北大学出版社,1991
[10]吴永礼编著.计算固体力学方法[M].北京,科学出版社,2002.
[11]石根华,任放等.块体系统不连续变形数值分析新方法[M].北京:科学出版社,1993.
[12]Fredlund D G,Morgenstern N R.Stress state variables for unsaturated soils[J].Journal of Geotechnical Engineering Division American Society of Civil Engineering,1977,103(5):447-466.
[13]束善治,章林.复杂条件下露天采场边坡变形分析[[J].工程地质学报,2000(2)
[14]Matsui T,San K C.Finite element slope stability analysis by shear strength reduction technique[J].Soil and Foundations,1992,32(I):59-70.
[15]徐传华,房定旺,朱绳武.边坡稳定分析中工程岩体抗剪强度参数选取的神经网络方法[J].岩石力学与工程学报,2002.21(6):858-862.
[16]乔金丽,李文秀,翟淑花等.神经网络在山区磷矿开采自然坡稳定分析中的应用[J].化工矿物与加工,2004,10.
[17]高浪,谢康和.人工神经网络在岩土工程中的应用[J].土木工程学报,2002,35(4):77-81.
[18]Griffiths D V,Lane P A.Slope stability analysis by finite element[J].Geotechnique,1999,49(3):387-403.
[19]E M Dawson,W H Roth,A Drescher.Slope stability analysis by strength reduction[J].Geotechnique 1999,49(6):835-840.
[20]曾国柱.遗传算法在边坡稳定性分析中的应用[M].武汉理工大学硕士论文,2003.
[21]柴贺军等.土质边坡稳定性评价进化遗传算法[J].山地学报,2001.19(2):180-184.
[22]云庆夏编著.进化算法[M].北京,冶金工业出版社,2000.
[23]安关峰等.遗传算法在边坡数值计算中的应用[J].中国地质大学学报,2002.27(2):177-180.
[24]江伟,耿克勤.边坡可靠性分析与评价[[J]水利水电技术,1994.3.
[25]李文秀.矿山高陡边坡稳定性研究的模糊数学方法田.长江科学院院报,1996,9.
[26]崔政权、李宁编著.边坡工程—理论与实践最新发展[M].中国水利水电出版社,1999.
[27]K.J.Bathe.ADINA Theory and Modeling Guide[M].ADINA R &D.Inc.USA.
[28]Fredlund D G,Slope stability analysis incorporating the effect of soil suction[J].Slope Stability Anderson M G and Richards New York:Wiley,1987,113-144.
[29]Alonso E,GensA,Lioret A,Delahaye C.Effect of rain infiltration on the stability of slopes[J].Un-saturated Soils,1995.1,241-249.
[30]Shinada K,Fujii H & Nishinura S and Mcrii T.Stability of unsaturated slopes considering changes of matric suction[J].Unsaturated Soils,1995.1,293-299
[31]David M Potts,Lidija Zdravkov,Finite analysis in geotechnical engineering:Theory[M],2001,London.
[32]赵成刚,白冰.土力学原理[M].清华大学出版社/北京交通大学出版社.2004.
[33]屈智炯.土的塑性力学[M].成都科技大学出版社1987.
[34]龚晓南.土塑性力学[M].浙江大学出版社1997.
[35]Swan C C,Seo Y K.Limit state analysis of earthen slopes using dual continuum/FEM approaches[J].Int.J.Numer.Anal.Meth.Geomech.1999,23:1359-1371.
[36]Seo Y K.Computational methods for elasto-plastic slope stability analysis with seepage.Ph.D.Thesis,the University of Iowa,1998.
[37]Chen W F,Mizuno E.Nonlinear analysis in soil mechanics:theory and implementation.Elsevier,1990.
[38]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座一有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.
[39]赵尚毅,郑颖人,时卫民等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):343-346.
[40]张鲁渝,郑颖人,赵尚毅,等.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1):21-27.
[41]李广信.高等土力学[M].北京:清华大学出版社.2004.
[42]方建瑞,李志高,朱合华.弧长法在边坡稳定非线性有限元分析中的应用[J].水利学报2006,[9]:1142-1146.
[43]郑颖人赵尚毅.有限元强度折减法在土坡与岩坡中的应用[J].岩石力学与工程学报2004,23(19):3381-3388.
[44]王淑云,方保熔,王如云.数值分析方法[M].南京:河海大学出版社,2000
[45]徐芝纶.弹性力学(第三版)[M].北京:高等教育出版社,1990
[46]陈祖煜.土力学经典问题的极限分析上、下限解[[J].岩土工程学报2002.,24(1):1-11.
[47]朱大勇.边坡临界滑动场及数值模拟[J].岩上工程学报,1997,19(1):63-68.
[48]黄春娥,龚晓南.条分法与有限元法相结合分析渗流作用下的基坑边坡稳定性[[J].水利学报,2001,(1).
[49]Wong F S.Uncertainties in FE modeling of slope stability[J].Computer &Structures,1984,19:777-791.
[50]陈祖煜.土坡稳定分析通用条分法及其改进[J].岩土工程学报,1983,5(4):11-27.
[51]Whitman R.V.,Bailey W.A.Use of Computers for Slope Stability Analysis[J].ASCE Journal of Soil Mechanics and Foundation Division.1967,93(SM4).
[52]徐干成,郑颖人.岩土工程中屈服准则应用的研究[J].岩土工程学报,199012(2):93-99.
[53]杨名生.有限元网格全自动生成的四分法[J].计算结构力学及其应用,1989,4(4).
[54]卓家寿.弹塑性力学中的广义变分原理[M].中国水利水电出版社1995
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