大厚度湿陷性黄土斜坡场地的变形机理与防治研究
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摘要
本文以兰州市碑林地质病害治理工程为背景,以大厚度湿陷性黄土斜坡场地为研究对象,采用现场调研勘探、室内试验、工程地质分析与数值分析多种手段和方法,对该类黄土场地的变形机理、病害防治原则与有效治理措施进行了较为系统的研究与分析。
(1)以兰州地区区域地质环境为研究背景,通过对兰州市碑林景区地质病害治理工程的现场调查和资料搜集整理,对大厚度湿陷性黄土斜坡场地变形破坏基本类型进行总结分类。
(2)针对碑林景区场地为代表的大厚度湿陷性黄土斜坡坡体场地的变形特点,借助现场勘探和室内试验,对该场地的坡体结构与岩土物理力学性质进行研究,查明该场地黄土湿陷类型与程度,以及滑带土强度衰减规律。并在此基础上分析诱发场地产生变形破坏的主要因素,研究了地基沉陷与坡体蠕动变形的主要特征,并对黄土斜坡场地的变形模式与破坏阶段及其相互转换机理进行了较为系统的分析总结。
(3)建立兰州碑林景区场地稳定性计算分析模型,通过极限平衡法和有限元分析法,模拟在降水和灌溉等不利因素影响下,对场地稳定性进行分析,验证对其变形破坏机理的判断与认识。
(4)结合兰州碑林景区病害具体治理措施,提出了此类大厚度高湿陷黄土斜坡场地病害常用防治工程措施的适用条件与合理配置原则。
In this paper, relying on the control project of geological disease for Lanzhou Beilin, and using it as backround to study a large thickness of the loess slope field for the study, by various means and methods such as on-site investigation, laboratory tests, engineering analysis and numerical analysis for the class of loess site, and based on these information to carried out systematic research and analysis for deformation mechanism, the principles of disease control and effective control measures.
(1)Using the Regional geological environment of Lanzhou as research background, through site investigation and data collection for Lanzhou Beilin geological disease control project, underway, to summary and classification on the style of the large thickness of the loess slope site
(2) Against the deformation features of the collapsing loess with a large thickness which represented by the Beilin, with on-site investigation and laboratory tests to study the physical and mechanical geotechnical properties and the structure of the slope on this site, to identify the type and extent of loess collapsibility, find out the intensity attenuation law of the sliding soil. Based on the work as mentioned above, to analyze the main induced factors of the deformation and damage which produced in the field, and study the main features of the ground subsidence and slope creep deformation of the site, analysis and summary systematically about the deformation mode, the failure stage and the mechanism of conversion.
(3) Establish the stability calculation model of Lanzhou Beilin, through rigid limit balance method and finite element analysis approach to simulated the unfavorable factors under the influence of rainfall and irrigation etc., to analyze the stability of the site, then test and verify the correctness of the judgement and the cognition for the deformation mechanism.
(4) Combined with the specific control measures of Lanzhou Beilin, summed up the applicable conditions of the common prevention engineering measures and the principles of reasonable allocation for the similar geological disaster.
(1)以兰州地区区域地质环境为研究背景,通过对兰州市碑林景区地质病害治理工程的现场调查和资料搜集整理,对大厚度湿陷性黄土斜坡场地变形破坏基本类型进行总结分类。
(2)针对碑林景区场地为代表的大厚度湿陷性黄土斜坡坡体场地的变形特点,借助现场勘探和室内试验,对该场地的坡体结构与岩土物理力学性质进行研究,查明该场地黄土湿陷类型与程度,以及滑带土强度衰减规律。并在此基础上分析诱发场地产生变形破坏的主要因素,研究了地基沉陷与坡体蠕动变形的主要特征,并对黄土斜坡场地的变形模式与破坏阶段及其相互转换机理进行了较为系统的分析总结。
(3)建立兰州碑林景区场地稳定性计算分析模型,通过极限平衡法和有限元分析法,模拟在降水和灌溉等不利因素影响下,对场地稳定性进行分析,验证对其变形破坏机理的判断与认识。
(4)结合兰州碑林景区病害具体治理措施,提出了此类大厚度高湿陷黄土斜坡场地病害常用防治工程措施的适用条件与合理配置原则。
In this paper, relying on the control project of geological disease for Lanzhou Beilin, and using it as backround to study a large thickness of the loess slope field for the study, by various means and methods such as on-site investigation, laboratory tests, engineering analysis and numerical analysis for the class of loess site, and based on these information to carried out systematic research and analysis for deformation mechanism, the principles of disease control and effective control measures.
(1)Using the Regional geological environment of Lanzhou as research background, through site investigation and data collection for Lanzhou Beilin geological disease control project, underway, to summary and classification on the style of the large thickness of the loess slope site
(2) Against the deformation features of the collapsing loess with a large thickness which represented by the Beilin, with on-site investigation and laboratory tests to study the physical and mechanical geotechnical properties and the structure of the slope on this site, to identify the type and extent of loess collapsibility, find out the intensity attenuation law of the sliding soil. Based on the work as mentioned above, to analyze the main induced factors of the deformation and damage which produced in the field, and study the main features of the ground subsidence and slope creep deformation of the site, analysis and summary systematically about the deformation mode, the failure stage and the mechanism of conversion.
(3) Establish the stability calculation model of Lanzhou Beilin, through rigid limit balance method and finite element analysis approach to simulated the unfavorable factors under the influence of rainfall and irrigation etc., to analyze the stability of the site, then test and verify the correctness of the judgement and the cognition for the deformation mechanism.
(4) Combined with the specific control measures of Lanzhou Beilin, summed up the applicable conditions of the common prevention engineering measures and the principles of reasonable allocation for the similar geological disaster.
引文
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[6]王念秦.黄土滑坡发育规律及其防治措施研究[D].成都：2004
[7]谭罗荣,孔令伟.特殊岩土工程土质学[M].北京：科学出版社,2006
[8]钱鸿缙,王继唐,罗宇生,等.湿陷性黄土地基[M].北京：中国建筑工业出版社,1985
[9]朱海之.黄河中游马兰黄土颗粒及结构的若干特性[J].地质科学,1963(2)：88-100
[10]Van Olphen H.A. An introduction to clay colloid chemistry[M]. John Wiley&Sans,1977, 37-43
[11]Muxart T, Billard A,Andrieu A. Changes in water chemistry and loess porosity with leaching: implication for collapsibity in the loess of North China[C]. Genesis and Properties of Collapsible Soils[A]. Kluwer Academy Publishers,1995,313-332
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[13]Lobdell, G.T. Hydroconsolidation potential of palouse loess[C]. Geotechnical Engineering Division[A], Proceedings of the American Society of Civil Engeering,1981,107(GT6):733-742
[14]Assallay, A M, Rogers, C D F, Smalley, I J. Formation and collapse of metastable particle packing and open structures in loess deposits[J]. Engeering Geology,1997,(48):101-115
[15]刘东生.黄土的物质成分的结构[M].北京：科学出版社,1966
[16]A.A.穆斯塔伐耶夫(张中兴译).湿陷性黄土上地基与基础的计算[M].北京：水利电力出版社,1984
[17]冯连昌,郑晏武.中国湿陷性黄土[M].北京：中国铁道出版社,1982
[18]高国瑞.兰州黄土显微结构的研究[J].兰州大学学报(自然版),1979,(2)：123-134
[19]赵景波,岳应利,陈云.黄土湿陷性及其成因[J].地质力学学报：1997,3(4)：62-68
[20]A.A.Mustafaev. Fundamentals of Collapsible Soil Mechanics[M] [In Russian]. Stroiizadat, Moscow,1978:122-125
[21]P.Delage, Y.J.Cui, P.Antonie.Geotechnical problems related with loess deposits in Northern France[C]. Proceeding of International Conference on Problematic Soil,2005:1-24
[22]高国瑞.黄土显微结构分类与湿陷性[J].中国科学,1980,(12)：1203-1208
[23]王永焱,藤志宏.中国黄土的微结构及其在时代和区域上的变化[J].科学通报,1982,(2)：102-105
[24]雷祥义.西安黄土显微结构类型[J].西北大学学报,1983,(4)：56-65
[25]Gao Guorui. Microstructure of loess soil in China relative to geologic environment[C].In: Yong.R.N.S.P, ASCE convention. Houston:ASCE convention,1983,121-136
[26]Derbyshire E.Granulometry and fabric of the loess at Jiuzhoutai, Lanzhou, P.R.China[C]. In: Pecsi M.(ed) Lithology and stratigraphy of loess and paleosols. Hungarian Academy of Sciences, Budapest,1984,97-103
[27]刑娇秀.影响黄土湿陷性因素分析研究[D].西安：长安大学,2004
[28]高国瑞.中国黄土的微结构与地理、地质环境的关系[J].地质学报,1984,(3)：265-272
[29]雷祥义.中国黄土的孔隙类型与湿陷性[J].中国科学,1987,(12)：1309-1316
[30]赵景波.黄土的孔隙与湿陷性研究[J].工程地质学报,1994,2(2)：76-83
[31]Mei Wang, Xiaohong Bai. Collapse Propety and Microstructure of Loess[A]. Advance in Unsaturated Soil, Seepage, and Environmental Geotechinics(GSP 148),2008:111-118
[32]张豫川等.大厚度湿陷性黄土场地地基处理合理深度[J].兰州大学学报(自然科学版),2009,45(2)：31-35
[33]Terzaghi K., Peck R.B. Soil Mechanics In Engineering Practice[M]. New York:John Willey&Sons(2nd ED),1967
[34]Haefeli R.. Creep and progressive failure in snow, soil, rock and ice[C]. Proc. Sixth Intern. Conf. Soil Mech. Found. Eng., Montreal,1965(36):134-147
[35]Mogenstern N.R.. The Influence of Groundwater on Stability.In Stability in Open Pit Ming(Brawner C.O., and Milligan V.eds.), Society of Mining Engineers,American Institute of Mining, Metallurgical and petroleum Engineers, New York,1971:65-81
[36]Hvorslev M.J.. Time Lag and Soil Permeability in Groundwater Observations. U.S.Army Engineer Waterways Experiment Station, Vicksburg, Miss., Bulletin,1951(36):62-69
[37]Skempton A.W.. Residual Strength of clays in landslide, folded strata, and the laboratory. Geotechinique, London,1985,35(1):3～18
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