云南腾密公路典型高边坡病害治理措施研究
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摘要
随着我国山区高等级公路建设的迅速发展,出现了大量高边坡工程。高边坡稳定性问题己成为威胁施工安全,制约工程进度,影响公路运营安全的关键技术问题。高边坡失稳破坏常威胁人类生命安全和造成巨大经济损失,因此高边坡工程越来越受到工程界的重视。
本文以云南腾密公路境内段沿线高边坡为研究对象,重点研究K55和K72典型高边坡。首先,通过野外现场调查和已有资料,查明沿线地层岩性、地貌、地质构造、气象与水文等地质条件和沿线主要地质病害,详细阐述典型高边坡所处的地质环境条件、边坡基本特征、影响边坡稳定性因素及其破坏模式等;然后,采用传递系数法和数值模拟对高边坡天然状态下和暴雨工况下稳定性进行定量的分析计算,为高边坡加固设计提供数据依据,在此基础上提出治理方案,并重点研究了预应力锚索框架加固坡体的机理、适用范围及其计算流程;最后对加固措施效果进行数值模拟,分析评价其加固效果。
结果表明:边坡的坡体结构、地层岩性、结构面等是影响边坡稳定性的内在因素;人类活动、降雨是主要的诱发因素。K55高边坡主要受岩体结构面控制而产生的变形破坏,天然状态下边坡是可以自稳的,在强降雨条件下,边坡将沿岩体结构面滑动;K72高边坡主要受其自身坡体“二元结构”的影响,因风化程度不一而产生局部坍塌,进而引起整体破坏。通过加固措施数值模拟,表明治理效果明显,达到了治理的目的。
本文结合理论与实践,选取的边坡具有典型性,对沿线类似高边坡工程有一定的借鉴意义。
With the rapid speed of highway constuction, a large number of high-slopes engineerings are appeared in our country mountainous area. The high-slope stability is the pivotal technical problems which affect constuction safety, progress and highway operational safety. People's safety and enormous economic losses are caused by high-slope destroyed. So more and more attention are payed to high-slope engineerings.
The high-slopes along Yunnan Tengmi road cisborder section , especially K55 and K72 typical high-slopes, are regarded as research object in this thesis. Firstly, identify stratum lithology, physiognomy, geological formation, meteorological and hydrological condition, as well as the main geological disease along the road through field investigations and existing data, elaborate on the geological environment, basic characteristics, stability factors and failure modes of typical high-slopes. Then, natural state and heavy rain conditions of the slope stability coefficient are calculated by transmission coefficient method and numerical simulation method, which offer data for reinforce design, proposed governance projects based on above calculation. At the same time, emphasis study on reinforce mechanism, application and calculation flow of pre-stressed anchor framework. Finally, simulate reinforcement measures and analyse its reinforcing effect.
The results indicated: slope structure, stratum lithology and structural plane are the internal factors of slope stability, human activities and rainfall are the main predisposing factors. K55 high-slope is controled by rock mass structural planes, which is stable in natural state, but will slide along with rock mass structural planes in strong rainfall state. K72 high-slope is mainly controled by its dual structure, due to rock mass different weather extent, occur partial collapse, thereby causing the overall slope damage. The reinforcing effect is obvious through numerical simulation, which achieves the purpose of governance.
Combination with theory and practice in this thesis, the selected slope have typical characteristic, which have some use for reference significance for similar slopes along the road.
本文以云南腾密公路境内段沿线高边坡为研究对象,重点研究K55和K72典型高边坡。首先,通过野外现场调查和已有资料,查明沿线地层岩性、地貌、地质构造、气象与水文等地质条件和沿线主要地质病害,详细阐述典型高边坡所处的地质环境条件、边坡基本特征、影响边坡稳定性因素及其破坏模式等;然后,采用传递系数法和数值模拟对高边坡天然状态下和暴雨工况下稳定性进行定量的分析计算,为高边坡加固设计提供数据依据,在此基础上提出治理方案,并重点研究了预应力锚索框架加固坡体的机理、适用范围及其计算流程;最后对加固措施效果进行数值模拟,分析评价其加固效果。
结果表明:边坡的坡体结构、地层岩性、结构面等是影响边坡稳定性的内在因素;人类活动、降雨是主要的诱发因素。K55高边坡主要受岩体结构面控制而产生的变形破坏,天然状态下边坡是可以自稳的,在强降雨条件下,边坡将沿岩体结构面滑动;K72高边坡主要受其自身坡体“二元结构”的影响,因风化程度不一而产生局部坍塌,进而引起整体破坏。通过加固措施数值模拟,表明治理效果明显,达到了治理的目的。
本文结合理论与实践,选取的边坡具有典型性,对沿线类似高边坡工程有一定的借鉴意义。
With the rapid speed of highway constuction, a large number of high-slopes engineerings are appeared in our country mountainous area. The high-slope stability is the pivotal technical problems which affect constuction safety, progress and highway operational safety. People's safety and enormous economic losses are caused by high-slope destroyed. So more and more attention are payed to high-slope engineerings.
The high-slopes along Yunnan Tengmi road cisborder section , especially K55 and K72 typical high-slopes, are regarded as research object in this thesis. Firstly, identify stratum lithology, physiognomy, geological formation, meteorological and hydrological condition, as well as the main geological disease along the road through field investigations and existing data, elaborate on the geological environment, basic characteristics, stability factors and failure modes of typical high-slopes. Then, natural state and heavy rain conditions of the slope stability coefficient are calculated by transmission coefficient method and numerical simulation method, which offer data for reinforce design, proposed governance projects based on above calculation. At the same time, emphasis study on reinforce mechanism, application and calculation flow of pre-stressed anchor framework. Finally, simulate reinforcement measures and analyse its reinforcing effect.
The results indicated: slope structure, stratum lithology and structural plane are the internal factors of slope stability, human activities and rainfall are the main predisposing factors. K55 high-slope is controled by rock mass structural planes, which is stable in natural state, but will slide along with rock mass structural planes in strong rainfall state. K72 high-slope is mainly controled by its dual structure, due to rock mass different weather extent, occur partial collapse, thereby causing the overall slope damage. The reinforcing effect is obvious through numerical simulation, which achieves the purpose of governance.
Combination with theory and practice in this thesis, the selected slope have typical characteristic, which have some use for reference significance for similar slopes along the road.
引文
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[14]王浩.类土质路堑高边坡典型失稳机制与加固工程对策的数值模拟研究.铁道科学研究院硕士学位论文.北京.2004,07.
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[19]M.B.Helwany.Seismic Analysis of Segmental Retaining Walls(Model Verification,Effects of Facing Details)[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE.127(9),2001:741-756.
[20]Griffiths D V,Lane P A.Slope stability analysis by finite elements[J].Geotechnique,1999,49(3):387-403.
[21]Dawson E M,Roth W H,Drescher A.Slope stability analysis by strength reduction[J].Geotechnique,1999,49(6):835-840.
[22]Manzari M T,Nour M A.Significance of soil dilatancy in slope analysis[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2000,126(1):75-80.
[23]NGUYENV U.Determination of critical slope failure surface.Journal of Geotech.Eng.ASCE,1985.
[24]Hull,T.S.and Poulous H.G..Discussion:Design Method for Stability of Slopes with Piles[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE.125(9),1999:991-913.
[25]DODD S.Stability of rock slope.Proceeding of Thirteenth Symposium on rock Mechanics.New York,1992.
[26]李田军,黄汉盛.格构梁与预应力锚索复合结构在丽山工程中的应用.安全与环境工程.2006,13(02).
[27]李中国,张玉芳.高陡框架式预应力锚索在加固岩路堑边坡中的应用.铁道建筑.2005,(05).
[28]李中国.预应力锚索框架在路堑边坡病害防治中的应用研究.铁道科学研究院硕士学位论文.北京.2005,06.
[29]刘宝奎.预应力锚索加固边坡的作用机理研究.铁道科学研究院硕士学位论文.北.京.2006,06.
[30]蔡晖.类土质边坡锚索框架地梁内力计算模型研究.同济大学硕士学位论文.上海.2006,05..
[31]张自光.云南元磨高速公路K301段高边坡稳定性及治理研究.西南交通大学硕士学位论文.成都.2008,06.
[32]李海民,钟瑞辉,刘漩.锚索框架梁中格构梁的内力计算方法研究.预应力技术.2006,04.
[33]田亚护,刘建坤,张玉芳.预应力锚索框架内力计算的有限差分法.北京交通大学学报, 2007,31(04).
[34]肖世国,周德培.岩石高边坡一种预应力锚索框架型地梁的内力计算.岩土工程学报。2002,24(04).
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