预应力锚索加固机理有限元分析及工程应用
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摘要
边坡稳定性问题涉及矿山工程、道桥工程、水利工程、建筑工程等诸多工程领域。边坡的稳定性受诸多因素的复合作用,各因素对边坡稳定性的影响程度决定了边坡工程的复杂性、不确定性和模糊性,能否正确评价其稳定性是确保工程安全和降低建设费用的关键环节。
近年来,随着我国基础建设的大力发展,边坡稳定性的研究及其维护显得越来越重要。高边坡特别是岩质高边坡的稳定性分析与研究也越来越受到重视。其中预应力锚索加固技术在提高边坡稳定性中发挥着重要的作用,它能充分发挥岩体的自承能力,调节和提高岩土的自身强度和自稳能力,减轻支护结构的自重,节约工程材料,保证施工期的安全与稳定,具有显著的经济和社会效益。
本文以典型的大渡河泸定水电站3#泄洪洞进、出口边坡为例,首先,采用岩质边坡分析软件EMU计算在无支护开挖和采用预应力锚索加固后边坡的稳定安全系数,分析计算所得稳定安全系数的变化规律,评价边坡的稳定性。为了更好的分析预应力锚索的加固机理,采用加锚节理岩体有限单元法中的等效力学模型和离散力学模型,分别对无支护条件及有支护条件下3#泄洪洞进、出口边坡的施工开挖进行有限元模拟计算,分析施工开挖过程中边坡位移和应力分布规律。最后,将数值模拟计算的位移与实测位移进行对比分析发现:数值模拟计算的位移与实测位移较吻合。从而可以进一步地验证两种模型的准确性与合理性,为工程设计和施工方案提供一定的参考。
The stability of the slope in engineering circle is a much concerned question. The stability of a slope contains a lot of factors; and each of them plays an important role in the analysis. The correct result will be a fundamental factor and will offer useful suggestions to the engineering safety and the reducing of construction cost.
Pre-stressed anchor cable technology can enhance the bearing capacity of the rock mass, thus the intensity and stability of the rock are reinforced as well. Therefore the pre-stressed anchor cable is widely used in slope engineering, and it will bring remarkable economic and social benefits.
Two typical slopes are brought into this article as examples to calculate their stable parameters with EMU (Energy Method Upper Bound Limit Analysis): No.3 flood outlet and inlet slope in Daduhe Luding hydroelectric power station. Through checking the coincide degree with the actual measured data, the calculated data are compared with the measured results. In order to deal with this problem, two finite element models are introduced into this article to analyze the two slopes in this situation. One is called equivalent model and the other one is called separated model. And then outcomes are verified with the practical data to find which model is more rational and accurate. The conclusion may be a great reference to designers and workers.
近年来,随着我国基础建设的大力发展,边坡稳定性的研究及其维护显得越来越重要。高边坡特别是岩质高边坡的稳定性分析与研究也越来越受到重视。其中预应力锚索加固技术在提高边坡稳定性中发挥着重要的作用,它能充分发挥岩体的自承能力,调节和提高岩土的自身强度和自稳能力,减轻支护结构的自重,节约工程材料,保证施工期的安全与稳定,具有显著的经济和社会效益。
本文以典型的大渡河泸定水电站3#泄洪洞进、出口边坡为例,首先,采用岩质边坡分析软件EMU计算在无支护开挖和采用预应力锚索加固后边坡的稳定安全系数,分析计算所得稳定安全系数的变化规律,评价边坡的稳定性。为了更好的分析预应力锚索的加固机理,采用加锚节理岩体有限单元法中的等效力学模型和离散力学模型,分别对无支护条件及有支护条件下3#泄洪洞进、出口边坡的施工开挖进行有限元模拟计算,分析施工开挖过程中边坡位移和应力分布规律。最后,将数值模拟计算的位移与实测位移进行对比分析发现:数值模拟计算的位移与实测位移较吻合。从而可以进一步地验证两种模型的准确性与合理性,为工程设计和施工方案提供一定的参考。
The stability of the slope in engineering circle is a much concerned question. The stability of a slope contains a lot of factors; and each of them plays an important role in the analysis. The correct result will be a fundamental factor and will offer useful suggestions to the engineering safety and the reducing of construction cost.
Pre-stressed anchor cable technology can enhance the bearing capacity of the rock mass, thus the intensity and stability of the rock are reinforced as well. Therefore the pre-stressed anchor cable is widely used in slope engineering, and it will bring remarkable economic and social benefits.
Two typical slopes are brought into this article as examples to calculate their stable parameters with EMU (Energy Method Upper Bound Limit Analysis): No.3 flood outlet and inlet slope in Daduhe Luding hydroelectric power station. Through checking the coincide degree with the actual measured data, the calculated data are compared with the measured results. In order to deal with this problem, two finite element models are introduced into this article to analyze the two slopes in this situation. One is called equivalent model and the other one is called separated model. And then outcomes are verified with the practical data to find which model is more rational and accurate. The conclusion may be a great reference to designers and workers.
引文
[1]常焕生,张柏山,范建章.水利水电工程锚喷支护施工[M].北京:中国水利水电出版社, 2006.
[2]徐卫亚,周家文,石崇等.滑石板顺层岩质高边坡稳定性及加固措施研究[J].岩石力学与工程学报,2008,27(7):1423-1435.
[3]方建瑞,朱合华,蔡永昌.边坡稳定性研究方法与进展[J].地下空间与工程学报,2007,3(2):343-349.
[4]黄润秋.中国西南岩石高边坡的主要特征及其演化[J].地球科学进展,2005,20(3):292-297.
[5]冯文娟,李建林,杨学堂等.边坡稳定性分析的计算方法[J].灾害与防治工程,2005,58(1):47-53.
[6]贾东远,阴可,李艳华.岩石边坡稳定性分析方法[J].地下空间,2004,24(2):250-255.
[7]常春,周德培,王泳嘉.露天矿边坡稳定性分析集成智能系统[J].岩土力学,1997,18(3):64-69.
[8]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31-35.
[9]Bishop A.W. The use of the slip circle in the stability analysis of slopes[J]. Geotechnique,1955,15(1):7-17.
[10]Janbu N. Soil stability computations[M]//Hirschfeid R C,Poulos S J. Embankment Dam Engineering. New York:John Wiley and Sons,1973:47-87.
[11] Spencer E.A Method of analysis for stability of embankment using parallel inters slice force[J].Geotechnique,1967,(17):11-26.
[12]Morgenstern N R,Price V E. The analysis of stability of general slip surfaces [J].Geotechnique,1965,(17):79-93.
[13]王建锋,Wilson H Tang,崔政权.边坡稳定性分析中的剩余推力法[J].中国地质灾害与防治学报,2001,12(3):53-58.
[14]Hoek E,Bray J W. Rock slop Engineering[M].London:The Institution of Mining and Metallurgy,1977.
[15]Sarma S K. Stability analysis of embankment and slops[J]. Geotechnique,1979,(38):157-159.
[16]王树仁,何满潮,武崇福等.复杂工程条件下边坡工程稳定性研究[M].北京:科学出版社,2007.
[17]于冲.预应力锚索数值模拟方法及动力承载特性研究[D].西安:西安理工大学,2006.
[18]Itasca Consulting Group, Inc. FLAC-3D (Fast Lagrangian Analysis of Continua in 3 Dimensions). USA;Itasca Consulting Group, Inc., 1997
[19]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定性分析[J].岩石力学与工程学报,2001,20(1):6-10.
[20]寇晓东,周维垣,杨若琼等.应用三维快速拉格朗日法进行三峡船闸高边坡锚固稳定与机理研究[J].土木工程学报,2003,35(1):68-73.
[21]陈育民,徐鼎平. FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.
[22]王树仁,何满潮,金永军.拉力集中型与压力分散型预应力锚索锚固机理[J].北京科技大学学报,2005,27(3):278-282.
[23]刘志彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究[J].水力发电,1997,(3):48-52
[24]陈高峰,卢应发,程圣国.边坡稳定性影响因素主成分分析[J].金属矿山,2008,382(4):123-125,124
[25]杨志刚,刘建刚,杜明亮.边坡稳定性分析方法综述[J].西部探矿工程,2007,19(2):14-18.
[26]刘思峰,党耀国,方志耕等.灰色系统理论及其应用[M].北京:科学出版社,2004.
[27]陈志波,简文彬.边坡稳定性影响因素敏感性灰色关联分析[J].防灾减灾工程学报,2006,26(4):473-477.
[28]唐晓松,郑颖人,叶海林.涉水岸边坡稳定性影响参数的敏感性分析[J].后勤工程学院学报, 2008,24(2):22-26,46.
[29]陈祖煜,汪小刚,杨健等.岩质边坡稳定分析:原理.方法.程序[M].北京:中国水电出版社,2005.
[30]程晓刚.EMU法在边坡工程中的应用[J].水电站设计,2008,24(4):95-98.
[31]刘杰,李建林,张玉灯等.基于拟静力法的大岗山坝肩边坡地震工况稳定性分析[J].岩石力学与工程学报,2009,28(8):1562-1570.
[32]蓝航,姚建国,张华兴等.基于FLAC3D的节理岩体采动损伤本构模型的开发及应用[J].岩石力学与工程学报,2008,27(3):572-579.
[33]刘建华,朱维申,李术才.岩土介质三维快速拉格朗日数值分析方法研究[J].岩土力学,2006,27(4):525-529.
[34]Itasca Consulting Group,Inc.FLAC3D(Lagrangian Analysis of Continua in 3-Dimensions),Version 3.0,User’s Manual[M].USA: Itasca Consulting Group,Inc.2005.
[35]朱维申,刘建华,杨法玉.小浪底水利枢纽地下厂房岩体支护效果数值分析研究[J].岩土力学,2006,27(7):1087-1091.
[36]Li A J, Merifield R S, Lyamin A V. Stability charts for rock slopes based on the Hoek–Brown failure criterion [J].International Journal of Rock Mechanics and Mining Sciences,2008, 45(5): 689-700.
[37]蒋青青.基于Hoek-Brown准则点安全系数的边坡稳定性分析[J].中南大学学报自然科学版,2009,40(3):786-790.
[38]陈胜宏.计算岩体力学与工程[M].北京:中国水利水电出版社,2006.
[39]中华人民共和国国家经济贸易委员会.DL5180-2003.水电枢纽工程等级划分及设计安全标准[S].北京:中国电力出版社,2003
[40]中华人民共和国国家发展与改革委员会.DL/T5353-2006.水电水利工程边坡设计规范[S].北京:中国电力出版社,2007.
[41]中华人民共和国国家发展与改革委员会.DL/T5176-2003.水电工程预应力锚固设计规范[S].北京:中国电力出版社,2003.
[42]中华人民共和国水利部.SL377-2007.水利水电工程锚喷支护技术规范[S].北京:中国水利水电出版社,2007.
[2]徐卫亚,周家文,石崇等.滑石板顺层岩质高边坡稳定性及加固措施研究[J].岩石力学与工程学报,2008,27(7):1423-1435.
[3]方建瑞,朱合华,蔡永昌.边坡稳定性研究方法与进展[J].地下空间与工程学报,2007,3(2):343-349.
[4]黄润秋.中国西南岩石高边坡的主要特征及其演化[J].地球科学进展,2005,20(3):292-297.
[5]冯文娟,李建林,杨学堂等.边坡稳定性分析的计算方法[J].灾害与防治工程,2005,58(1):47-53.
[6]贾东远,阴可,李艳华.岩石边坡稳定性分析方法[J].地下空间,2004,24(2):250-255.
[7]常春,周德培,王泳嘉.露天矿边坡稳定性分析集成智能系统[J].岩土力学,1997,18(3):64-69.
[8]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31-35.
[9]Bishop A.W. The use of the slip circle in the stability analysis of slopes[J]. Geotechnique,1955,15(1):7-17.
[10]Janbu N. Soil stability computations[M]//Hirschfeid R C,Poulos S J. Embankment Dam Engineering. New York:John Wiley and Sons,1973:47-87.
[11] Spencer E.A Method of analysis for stability of embankment using parallel inters slice force[J].Geotechnique,1967,(17):11-26.
[12]Morgenstern N R,Price V E. The analysis of stability of general slip surfaces [J].Geotechnique,1965,(17):79-93.
[13]王建锋,Wilson H Tang,崔政权.边坡稳定性分析中的剩余推力法[J].中国地质灾害与防治学报,2001,12(3):53-58.
[14]Hoek E,Bray J W. Rock slop Engineering[M].London:The Institution of Mining and Metallurgy,1977.
[15]Sarma S K. Stability analysis of embankment and slops[J]. Geotechnique,1979,(38):157-159.
[16]王树仁,何满潮,武崇福等.复杂工程条件下边坡工程稳定性研究[M].北京:科学出版社,2007.
[17]于冲.预应力锚索数值模拟方法及动力承载特性研究[D].西安:西安理工大学,2006.
[18]Itasca Consulting Group, Inc. FLAC-3D (Fast Lagrangian Analysis of Continua in 3 Dimensions). USA;Itasca Consulting Group, Inc., 1997
[19]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定性分析[J].岩石力学与工程学报,2001,20(1):6-10.
[20]寇晓东,周维垣,杨若琼等.应用三维快速拉格朗日法进行三峡船闸高边坡锚固稳定与机理研究[J].土木工程学报,2003,35(1):68-73.
[21]陈育民,徐鼎平. FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.
[22]王树仁,何满潮,金永军.拉力集中型与压力分散型预应力锚索锚固机理[J].北京科技大学学报,2005,27(3):278-282.
[23]刘志彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究[J].水力发电,1997,(3):48-52
[24]陈高峰,卢应发,程圣国.边坡稳定性影响因素主成分分析[J].金属矿山,2008,382(4):123-125,124
[25]杨志刚,刘建刚,杜明亮.边坡稳定性分析方法综述[J].西部探矿工程,2007,19(2):14-18.
[26]刘思峰,党耀国,方志耕等.灰色系统理论及其应用[M].北京:科学出版社,2004.
[27]陈志波,简文彬.边坡稳定性影响因素敏感性灰色关联分析[J].防灾减灾工程学报,2006,26(4):473-477.
[28]唐晓松,郑颖人,叶海林.涉水岸边坡稳定性影响参数的敏感性分析[J].后勤工程学院学报, 2008,24(2):22-26,46.
[29]陈祖煜,汪小刚,杨健等.岩质边坡稳定分析:原理.方法.程序[M].北京:中国水电出版社,2005.
[30]程晓刚.EMU法在边坡工程中的应用[J].水电站设计,2008,24(4):95-98.
[31]刘杰,李建林,张玉灯等.基于拟静力法的大岗山坝肩边坡地震工况稳定性分析[J].岩石力学与工程学报,2009,28(8):1562-1570.
[32]蓝航,姚建国,张华兴等.基于FLAC3D的节理岩体采动损伤本构模型的开发及应用[J].岩石力学与工程学报,2008,27(3):572-579.
[33]刘建华,朱维申,李术才.岩土介质三维快速拉格朗日数值分析方法研究[J].岩土力学,2006,27(4):525-529.
[34]Itasca Consulting Group,Inc.FLAC3D(Lagrangian Analysis of Continua in 3-Dimensions),Version 3.0,User’s Manual[M].USA: Itasca Consulting Group,Inc.2005.
[35]朱维申,刘建华,杨法玉.小浪底水利枢纽地下厂房岩体支护效果数值分析研究[J].岩土力学,2006,27(7):1087-1091.
[36]Li A J, Merifield R S, Lyamin A V. Stability charts for rock slopes based on the Hoek–Brown failure criterion [J].International Journal of Rock Mechanics and Mining Sciences,2008, 45(5): 689-700.
[37]蒋青青.基于Hoek-Brown准则点安全系数的边坡稳定性分析[J].中南大学学报自然科学版,2009,40(3):786-790.
[38]陈胜宏.计算岩体力学与工程[M].北京:中国水利水电出版社,2006.
[39]中华人民共和国国家经济贸易委员会.DL5180-2003.水电枢纽工程等级划分及设计安全标准[S].北京:中国电力出版社,2003
[40]中华人民共和国国家发展与改革委员会.DL/T5353-2006.水电水利工程边坡设计规范[S].北京:中国电力出版社,2007.
[41]中华人民共和国国家发展与改革委员会.DL/T5176-2003.水电工程预应力锚固设计规范[S].北京:中国电力出版社,2003.
[42]中华人民共和国水利部.SL377-2007.水利水电工程锚喷支护技术规范[S].北京:中国水利水电出版社,2007.
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