桓仁地区岩堆斜坡变形破坏模式初探
详细信息 查看官网全文
- 论文作者：李佰龙 ; 邓清禄 ; 杨敏 ; 杨慧之
- 年：2016
- 作者机构：长江科学院重庆分院;中国地质大学(武汉);沈阳铁道勘察设计院有限公司;
- 论文关键词：岩堆斜坡 ; 变形破坏模式 ; 模型试验 ; 数值模拟
- 英文论文关键词：Talus slope ; Deformation failure modes ; Model test ; Numerical simulation
- 会议召开时间：2016-09-05
- 会议录名称：2016年全国工程勘察学术大会论文集（上册）
- 英文会议录名称：Geotechnical Investigation & Surveying
- 语种：中文
- 分类号：U212
- 学会代码：ZJKC
- 会议名称：2016年全国工程勘察学术大会
- 会议地点：中国山西太原
- 主办单位：全国建筑工程勘察科技情报网、全国建筑工程勘察科技情报网华北情报站、中国建筑学会工程勘察分会
- 学会名称：中国建筑学会工程勘察分会
- 页数：7
- 文件大小：5315k
- 原文格式：O
- 会议级别：全国
摘要
新近修建的田桓铁路于大前石岭隧道进口段遭遇岩块堆积体——岩堆,作为一类在结构、形态、几何等方面有自身特征的特殊堆积体,岩堆的变形破坏模式不同于一般的岩土类斜坡。为保证施工前后岩堆的稳定,开展了岩堆变形破坏的模型试验,试验结果表明,岩堆在开挖前期变形较小,当变形积累到一定程度后岩堆在短时间内发生破坏。模拟实验验证了模型试验的结果并表明,岩堆的变形破坏均从侧向临空面上开始,然后向岩堆后部和底部波及,开挖过程中岩堆的变大位移和速度均出现在侧向临空面上。根据变形破坏的部位及结果,岩堆的变形破坏可分为三种模式:坡肩上个别岩块的翻转滚落、坡面部分岩堆结构体的失稳和局部范围内的后退式滑坡。
The newly-built Tian Huan railway encountered rock deposit——talus at the antreance of the Daqianshiling tunnel,as a kind of special deposit have its own characteristics in the aspect of structure,morphology,geometry,the deformation and failure modes of talus are different from the general geotechnical slope.In order to guarantee the stability of talus before and after the construction.carry out the talus deformation and failure model test,the results show that the deformation of talus is small in the early stage of the excavation,when the deformation accumulates to a certain degree,the talus damage in a short period of time.Simulation experiments verify the results model test and show that the deformation and failure of talus begin on the lateral surface,and then spread to the rear and bottom of talus,the largest displacement and speed are all appear on the lateral surface in the process of excavation.On the basis of the positions and results of the deformation and failure,the deformation and failure of talus can be divided into three modes:roll over and down of individual rock on slope shoulder,instability of partial structure on slope and recession landslide in the local range.
The newly-built Tian Huan railway encountered rock deposit——talus at the antreance of the Daqianshiling tunnel,as a kind of special deposit have its own characteristics in the aspect of structure,morphology,geometry,the deformation and failure modes of talus are different from the general geotechnical slope.In order to guarantee the stability of talus before and after the construction.carry out the talus deformation and failure model test,the results show that the deformation of talus is small in the early stage of the excavation,when the deformation accumulates to a certain degree,the talus damage in a short period of time.Simulation experiments verify the results model test and show that the deformation and failure of talus begin on the lateral surface,and then spread to the rear and bottom of talus,the largest displacement and speed are all appear on the lateral surface in the process of excavation.On the basis of the positions and results of the deformation and failure,the deformation and failure of talus can be divided into three modes:roll over and down of individual rock on slope shoulder,instability of partial structure on slope and recession landslide in the local range.
引文
[1]Petterson.K.E.Kajraseti G(o|¨)teborg den 5 mas,1916,Tekn.,V.U.,46,H.30,PP.281-287.
[2]Hultin,S.(1916),Grusryllningar for Kajbyggnader.Bidrag till fragen on deras stabiliter,Tekn.Tidskr.,V.U.,46,H.30,PP.292-294.
[3]Toms,A.H.(1953),recent research into coastal landslides at folkestone warren,Kent,England,Proc.31nt.Conf.Soil Mech.Fomd Engng,2,PP,289-293.
[4]Fukuoka.M.Landslides in Japan,Proc.3 Int.Cone Soil.Mech.Found.Engng,2,1953:234-238.
[5]Hoek,E.Recent Rock Slops Stability Research ofthe Royal School ofMines,London.Proc.,2nd International Confefence on Stability in Open Pit Mining,Vancorver,1971,Society of Mining Engineers,Amrican Institute of Mining,Metallurgical and Petroleum Engineers.New York,1972,PP.23-46.
[6]Heim,A.bergsturzundMenschenleben.FretzandWasmuthVerlag,Zurich,1932.PP.218.
[7]Za'ruba,Q.Periglacial Phenomena in the Tumor Region.Sbomi'k ustr'endi'ho u stavu Geologicde'ho,Vol,19.1952.
[8]FreoIlund,D.J and Krahn,J.Comparison of slope stability methods of analysis[J].Canadian Geotechnical J.Vol.l4,No.3,P.429,1973.
[9]P.L_舒斯特和R.J.克利泽克编,铁道部科学研究院西北研究所译.滑坡的分析与防治[M].北京:中国铁道出版社,P.9-34,1987.
[10]孙玉科,杨志法,丁思保等.中国露天矿边坡稳定性研究[M].北京:中国科学技术出版社.1999.
[11]Okagbue,C.O废料堆中废石破坏的临界分析及其分析模型.国外工程地质与岩土工程研究专集[C],1988.
[12]贺可强,阳吉宝,王思敬.堆积层滑坡位移矢量角的形成作用机制及其与稳定性演化关系的研究[J].岩石力学与工程学报,2002,21(2):185-192.
[13]贺可强.大型堆积层滑坡的多层滑移规律分析[J].金属矿山,1998(07):15*18.
[14]贺可强,李显忠.大型堆积层滑坡剪出口形成的力学条件与综合位移力学判据[J].工程勘察,1996(05):13-16.
[15]贺可强,阳吉宝,王思敬雌积层边坡表层位移矢量角及其在稳定性预测中的作用与意义[J].岩石力学与工程学报,2003(12):1976-1983.
[16]谭捍华,罗强,祁生文.全强风化岩高边坡破坏模式与加固效果分析忉.公路,2007(12):21-25.
[17]尹平.岩土质混合高边坡变形破坏模式及稳定性研究[D].长沙:长沙理工大学,2012.
[18]铁道部第一勘测设计院.铁路工程地质手册(修订版)[M].北京:中国铁道出版社.1999,334-337.
[19]李冬成.岩土模型试验相似设计[J].湖南交通科技,2011(02):11-12.
[20]雷敏.模型试验相似理论研究[J].企业技术开发,2014(27):154-156.
[2]Hultin,S.(1916),Grusryllningar for Kajbyggnader.Bidrag till fragen on deras stabiliter,Tekn.Tidskr.,V.U.,46,H.30,PP.292-294.
[3]Toms,A.H.(1953),recent research into coastal landslides at folkestone warren,Kent,England,Proc.31nt.Conf.Soil Mech.Fomd Engng,2,PP,289-293.
[4]Fukuoka.M.Landslides in Japan,Proc.3 Int.Cone Soil.Mech.Found.Engng,2,1953:234-238.
[5]Hoek,E.Recent Rock Slops Stability Research ofthe Royal School ofMines,London.Proc.,2nd International Confefence on Stability in Open Pit Mining,Vancorver,1971,Society of Mining Engineers,Amrican Institute of Mining,Metallurgical and Petroleum Engineers.New York,1972,PP.23-46.
[6]Heim,A.bergsturzundMenschenleben.FretzandWasmuthVerlag,Zurich,1932.PP.218.
[7]Za'ruba,Q.Periglacial Phenomena in the Tumor Region.Sbomi'k ustr'endi'ho u stavu Geologicde'ho,Vol,19.1952.
[8]FreoIlund,D.J and Krahn,J.Comparison of slope stability methods of analysis[J].Canadian Geotechnical J.Vol.l4,No.3,P.429,1973.
[9]P.L_舒斯特和R.J.克利泽克编,铁道部科学研究院西北研究所译.滑坡的分析与防治[M].北京:中国铁道出版社,P.9-34,1987.
[10]孙玉科,杨志法,丁思保等.中国露天矿边坡稳定性研究[M].北京:中国科学技术出版社.1999.
[11]Okagbue,C.O废料堆中废石破坏的临界分析及其分析模型.国外工程地质与岩土工程研究专集[C],1988.
[12]贺可强,阳吉宝,王思敬.堆积层滑坡位移矢量角的形成作用机制及其与稳定性演化关系的研究[J].岩石力学与工程学报,2002,21(2):185-192.
[13]贺可强.大型堆积层滑坡的多层滑移规律分析[J].金属矿山,1998(07):15*18.
[14]贺可强,李显忠.大型堆积层滑坡剪出口形成的力学条件与综合位移力学判据[J].工程勘察,1996(05):13-16.
[15]贺可强,阳吉宝,王思敬雌积层边坡表层位移矢量角及其在稳定性预测中的作用与意义[J].岩石力学与工程学报,2003(12):1976-1983.
[16]谭捍华,罗强,祁生文.全强风化岩高边坡破坏模式与加固效果分析忉.公路,2007(12):21-25.
[17]尹平.岩土质混合高边坡变形破坏模式及稳定性研究[D].长沙:长沙理工大学,2012.
[18]铁道部第一勘测设计院.铁路工程地质手册(修订版)[M].北京:中国铁道出版社.1999,334-337.
[19]李冬成.岩土模型试验相似设计[J].湖南交通科技,2011(02):11-12.
[20]雷敏.模型试验相似理论研究[J].企业技术开发,2014(27):154-156.