集安至丹东公路块裂结构岩质边坡破坏机制与锚固机理研究
|
摘要
崩塌、滑坡、泥石流等突发性地质灾害是危害人类安全的自然灾害,尤其是滑坡灾害,在我国分布广,危害大,严重威胁人民群众的生命和财产安全。块裂结构岩体在自然界中分布广泛,块裂结构岩体边坡的滑坡发生也十分频繁。随着我国国民经济的飞速发展,铁路、公路、水利水电等基础设施的建设速度越来越快,人们将越来越多的遇到有关块裂岩质边坡的滑坡问题。
论文将以集安至丹东公路为依托对块裂结构岩质边坡的破坏机制和锚固机理进行研究。集安至丹东公路是联系吉林省集安市和辽宁省丹东市的重要交通通道。该段公路位于老岭以南,属于山岭重丘区,且位于鸭绿江岩石圈大断裂附近,节理裂隙比较发育。由于修建公路时对边坡的开挖以及施工时产生的爆破震动等影响,使公路沿线在运营期间出现了多处的滑坡、崩塌等地质灾害。通过野外地质调查、采集岩石样本、地质测绘、勘探等手段,对公路K6+606-K6+646段和K7+920-K8+244段块裂结构边坡的工程地质条件进行详细分析,总结了块裂结构边坡的特征及其分析程序,在此基础上提出了块裂结构岩质边坡的破坏机制。通过室内试验和反分析等方法得到了边坡的物理力学参数,建立边坡的地质模型和力学模型,利用目前广泛应用的极限平衡法对这两段块裂结构边坡的稳定性进行了定量评价。最后利用数值模拟软件FLAC3D模拟了K7+920-K8+244段的X2楔形体滑动,对楔形体的滑动破坏机制做了进一步的验证。
对于主要沿软弱结构面滑动而破坏的块裂结构岩质边坡,预应力锚固是一种十分有效的治理措施。锚杆支护是一种主动支护,对岩体扰动较小。采用锚杆对边坡进行加固,不仅占地少,安全可靠,施工速度快,还可以能充分发挥岩土体的自承能力,节省工程费用,因此锚固支护在块裂结构岩质边坡治理中得到越来越广泛的应用。论文根据块裂岩质边坡的破坏机制和岩土锚固原理,分析了块裂岩质边坡的锚固机理。结合锚固设计的原则和设计方法,针对K6+606-K6+646段和K7+920-K8+244段块裂结构边坡的稳定性、地形条件、破坏规模和潜在滑坡面等情况,对这两段边坡进行了锚固设计。最后利用FLAC3D对锚固效果做了数值模拟,通过比较不同锚固角,不同锚固段长度的对边坡稳定性的影响以进一步分析块裂结构岩质边坡的锚固机理。
Collapse, landslide, debris flow and other geological disasters are natural disasters which sudden against human security, particularly landslides, widely distributed in China, against a large, serious threat to people's lives and property.Block crack rock mass distribute widely in the nature, and landslides of block crack rock mass slope are also very frequent. With the rapid development of China's national economy, infrastructure such as railway, highway, and hydropower is faster and faster, people will encounter on more and more landslides of block cracking rock slope.
The failure mechanism and the mechanism of anchoring of block cracking rock mass slope will be studied on the base of the slopes along Ji'an-Dandong highway in this article.The highway from Ji'an to Dandong is the vital communication line connecting Ji'an city of Jilin Province and Dandong city of Liaoning Province.This rode is in the south of Laoling, belonging to mountain terrain, and near to the geosphere fracture zone of Yalu river,so joints are relatively developed. Since the unreasonable excavation of slopes and the basting vibration during the construction of the highway, a lot of landslides, collapses and other geological disasters have accurred in many places along the road.The failure mechanism of block cracking rock mass slope is put forward, basing on the detailed analysis of engeineering geological conditiongs of the block cracking slopes in the sections of K6+606-K6+646 and K7+920-K8+244 along the road through field investigation, collecting rock samples, geological mapping, prospecting and other means, in addition, the characteristics and analytical procedures of block cracking rock slope are summarized.The physical and mechanical parameters of the slopes have been gained through test method and back analysis, and the geological models and mechanical models have been established, too. In addition, the block cracking rock mass slopes stability of the two sections has been quantitatively evaluated through the limit equilibrium method used widely. Finally, X2 wedge's slide in the section of K7+920-K8+244 is simulated by FLAC3D a numerical simulation software. The failure mechanism of the sliding wedge is vertifide furture.
The prestressed anchor is a very effective treatment measure in the block cracing rock mass slope which is mainly damaged along weak structural planes. Bolt support is an active support, and it disturbs the rock mass little.Slope reinforcement whit bolts, not only occupies less, which is safe and reliable, but also can make full use of the self-bearing capacity of the rock mass. Moreover, it can accelerate construction progress and reduce project cost.Therefore, anchor support is more and more widely used in the block cracking rock mass slope.The anchoring mechanism and the various factors affecting the anchoring effect have been analysed on the base of the failure mechanism of block cracking rock slope and rock anchoring principle in the paper. The principles of anchor design have been put forward. Combined with anchorage design principles and methods, the anchorage design of K6+606-K6+646 and K7+920-K8+244 sections'block cracking rock mass slopes has been made, according to the slopes'stability,terrain conditions, the scale and potential landslides damaged surface,etc.Finally,the numerical simulation of the anchoring effect has been made too. The anchoring mechanism of the block cracking rock mass slope is analysed futher by comparing the different anchoring effects in different anchoring angles, different bolt lengehs.
论文将以集安至丹东公路为依托对块裂结构岩质边坡的破坏机制和锚固机理进行研究。集安至丹东公路是联系吉林省集安市和辽宁省丹东市的重要交通通道。该段公路位于老岭以南,属于山岭重丘区,且位于鸭绿江岩石圈大断裂附近,节理裂隙比较发育。由于修建公路时对边坡的开挖以及施工时产生的爆破震动等影响,使公路沿线在运营期间出现了多处的滑坡、崩塌等地质灾害。通过野外地质调查、采集岩石样本、地质测绘、勘探等手段,对公路K6+606-K6+646段和K7+920-K8+244段块裂结构边坡的工程地质条件进行详细分析,总结了块裂结构边坡的特征及其分析程序,在此基础上提出了块裂结构岩质边坡的破坏机制。通过室内试验和反分析等方法得到了边坡的物理力学参数,建立边坡的地质模型和力学模型,利用目前广泛应用的极限平衡法对这两段块裂结构边坡的稳定性进行了定量评价。最后利用数值模拟软件FLAC3D模拟了K7+920-K8+244段的X2楔形体滑动,对楔形体的滑动破坏机制做了进一步的验证。
对于主要沿软弱结构面滑动而破坏的块裂结构岩质边坡,预应力锚固是一种十分有效的治理措施。锚杆支护是一种主动支护,对岩体扰动较小。采用锚杆对边坡进行加固,不仅占地少,安全可靠,施工速度快,还可以能充分发挥岩土体的自承能力,节省工程费用,因此锚固支护在块裂结构岩质边坡治理中得到越来越广泛的应用。论文根据块裂岩质边坡的破坏机制和岩土锚固原理,分析了块裂岩质边坡的锚固机理。结合锚固设计的原则和设计方法,针对K6+606-K6+646段和K7+920-K8+244段块裂结构边坡的稳定性、地形条件、破坏规模和潜在滑坡面等情况,对这两段边坡进行了锚固设计。最后利用FLAC3D对锚固效果做了数值模拟,通过比较不同锚固角,不同锚固段长度的对边坡稳定性的影响以进一步分析块裂结构岩质边坡的锚固机理。
Collapse, landslide, debris flow and other geological disasters are natural disasters which sudden against human security, particularly landslides, widely distributed in China, against a large, serious threat to people's lives and property.Block crack rock mass distribute widely in the nature, and landslides of block crack rock mass slope are also very frequent. With the rapid development of China's national economy, infrastructure such as railway, highway, and hydropower is faster and faster, people will encounter on more and more landslides of block cracking rock slope.
The failure mechanism and the mechanism of anchoring of block cracking rock mass slope will be studied on the base of the slopes along Ji'an-Dandong highway in this article.The highway from Ji'an to Dandong is the vital communication line connecting Ji'an city of Jilin Province and Dandong city of Liaoning Province.This rode is in the south of Laoling, belonging to mountain terrain, and near to the geosphere fracture zone of Yalu river,so joints are relatively developed. Since the unreasonable excavation of slopes and the basting vibration during the construction of the highway, a lot of landslides, collapses and other geological disasters have accurred in many places along the road.The failure mechanism of block cracking rock mass slope is put forward, basing on the detailed analysis of engeineering geological conditiongs of the block cracking slopes in the sections of K6+606-K6+646 and K7+920-K8+244 along the road through field investigation, collecting rock samples, geological mapping, prospecting and other means, in addition, the characteristics and analytical procedures of block cracking rock slope are summarized.The physical and mechanical parameters of the slopes have been gained through test method and back analysis, and the geological models and mechanical models have been established, too. In addition, the block cracking rock mass slopes stability of the two sections has been quantitatively evaluated through the limit equilibrium method used widely. Finally, X2 wedge's slide in the section of K7+920-K8+244 is simulated by FLAC3D a numerical simulation software. The failure mechanism of the sliding wedge is vertifide furture.
The prestressed anchor is a very effective treatment measure in the block cracing rock mass slope which is mainly damaged along weak structural planes. Bolt support is an active support, and it disturbs the rock mass little.Slope reinforcement whit bolts, not only occupies less, which is safe and reliable, but also can make full use of the self-bearing capacity of the rock mass. Moreover, it can accelerate construction progress and reduce project cost.Therefore, anchor support is more and more widely used in the block cracking rock mass slope.The anchoring mechanism and the various factors affecting the anchoring effect have been analysed on the base of the failure mechanism of block cracking rock slope and rock anchoring principle in the paper. The principles of anchor design have been put forward. Combined with anchorage design principles and methods, the anchorage design of K6+606-K6+646 and K7+920-K8+244 sections'block cracking rock mass slopes has been made, according to the slopes'stability,terrain conditions, the scale and potential landslides damaged surface,etc.Finally,the numerical simulation of the anchoring effect has been made too. The anchoring mechanism of the block cracking rock mass slope is analysed futher by comparing the different anchoring effects in different anchoring angles, different bolt lengehs.
引文
[1]商真平,魏玉虎,姚兰兰,甄习春,张建良,宋云力等.滑坡防治技术理论探讨与工程实践[M].郑州：黄河水利出版社,2009
[2]傅鹤林.块裂岩质边坡稳定性理论分析模型及工程应用研究[D].长沙：中南大学,2000.
[3]周训军.集丹公路路堑边坡破坏机制分析及治理研究[D].长春：吉林大学,2005.
[4]孙广忠.岩体结构力学[M].北京：科学出版社,1988.
[5]A.W.Bishop. The use of the slip circle in the stability analysis of slopes.Geotechnique Vol.5 No.1:1955.
[6]E.spencer. A Method of analysis of stability of embankments assuming parallel Inter-Slice force. Geotechnique Vol.17 No.1:1967.
[7]N.R.Morgenstern and V.E.Price. The analysis of the stability of general slip surface. Geotechnique Vol.15 No.1:1965
[8]S.K.Sarma. Stability analysis of embankments and slopes. Geotechnique Vol.23:1973.
[9]佴磊,徐燕,代树林等.边坡工程[M].北京：科学出版社,2010.
[10]刘宝琛.矿山岩体力学概论[M].长沙：湖南科学出版社,1982.
[11]齐伟.岩体力学[M].长春：吉林人民出版社,2001.
[12]孙玉科,牟会宠,姚宝魁.边坡岩体稳定性分析[M].北京：科学出版社,1988.
[13]佴磊,于清杨.岩土工程数值法[M].长春：吉林大学出版社,2007.
[14]G.哥德赫编.张清,张弥译.有限元在岩土力学中的应用[M].北京：中国铁道出版社,1983
[15]黄达,何兴江,黄润秋.煤矿排土场边坡变形失稳特征FLAC3D模拟分析[J].水文地质工程地质,2008(6)：61-65.
[16]闫莫明,徐祯祥,苏自约.岩土锚固技术手册[M].北京：人民交通出版社,2004：148-153.
[17]赵长海,董在志,陈群香.预应力锚固技术.[M].北京：中国水利水电出版社,2011：11-19.
[18]孙健,于青,刘新.满拉水电站进水口部位边坡处理[J].东北水利水电,1998(12)：27-29.
[19]程良奎,范景伦,韩军,许建平.岩土锚固[M].北京：中国建筑工业出版社,2006：221-254.
[20]程良奎,张作瑂,杨志银.岩土加固实用技术[M].北京：地震出版社,1994.
[21]彭文斌.FLAC3D使用教程[M].北京：机械工业出版社,2007.
[22]洪海春.边坡岩体锚固性能研究及其工程应用[D].南京：河海大学,2007.
[23]唐正辉.块裂型岩质边坡稳定性分析与有效加固[D].长沙：中南大学,2004.
[24]周训军,佴磊,刘永平.集丹公路路堑边坡破坏类型及其机制分析[J].岩土工程界,2005,：39-43.
[25]田卿燕.块裂岩质边坡崩塌检测预报理论及应用研究[D].长沙：中南大学,2008.
[26]叶惠飞.锚索预应力损失变化规律分析[D].杭州：浙江大学,2004.
[27]E. Hoek Reliablity of Hoek-Brown Estimatse of Rock Mass Properties and Their Impact On Design[J]. Int J Rock Mech Min sci,1998,35(1):63-68.
[28]E. Hoek &F. Bray. Rock slope engingeering[M]. London, Inst. Min. and Metall,1997.
[29]赵瑜.水库蓄水时块裂岩质边坡稳定性分析[D].太原：太原理工大学,2004.
[30]Sakellarious K. etal. On the fractal Character of rock surfaces. Int. J. Rock Mech. Min. Sci&Geomech. Abstr. Vol.28, No.6,1991.
[31]Barton N R, choubey V. The Shear Strength of Rock Joints in Theory and Practice. Rock Mech,1977,10:1-54.
[32]赵树光.岩质边坡预应力锚杆(索)应力分布规律及工程应用研究[D].南京：河海大学,2007.
[33]岳志平.岩土锚固的作用机理[D].长沙：中南大学,2004.
[34]李隽.岩质边坡稳定性及锚喷加固研究[D].南京：河海大学,2006.
[35]文华.边坡加固方案的优化设计[D].昆明：昆明理工大学,2004.
[36]郑州.边坡锚固技术的研究与应用[D].长沙：中南大学,2007.
[37]L. A. Panek. Estgimating fracture trace length from censored measurements on multiple scanlines. Proceedings of Int. Symposium on foundamentals of Rock Joints, Bjokrkliden, 1985.
[38]S. D. Priest and J. A. Hudson. Discontinuity Spacing in Rock.Int. J. Rock Mech and Min. Sci. Vol.13.
[39]Lee Y H,etal.Fractal dimension as a measure of the roughness of rock discontinuity.Int J Rock Mech Min Sci,1990,27(6):453-464.
[40]欧巍.块状岩体高边坡稳定性分析及支护措施研究[D].西安：西安交通大学,2006.
[41]徐学文.锚杆加固机理研究及其在边坡工程中的应用[D]西安：西安科技大学,2006.
[42]孙静.锚杆在节理岩体中的加固作用机理和锚固效应分析及应用[D].武汉：中国科学院武汉岩土力学研究所,2003.
[43]Arai K, Tagyo K. Determination of noncircular slipe giving the minimum factor of safety In slope stability analysis[J].Soils and Foundations.1997.25(1):43-50.
[44]Jorge G Z, Nicholas S, James K M. Limit equilibrium as basis for design of geosyntheic reinforced Slope[J]. Journal of Geotechnical and Geoenvironmental engineering,1998,124(8):684-698.
[45]Cavers D S. Simple metbods to analyze building of rock slopes[J]. Rock Mechanics,1981(14): 87-104.
[46]聂文波.岩石边坡治理中桩锚结构机理及优化设计研究[D].武汉：中国地质大学,2003.
[47]宋桂红.岩体-锚杆支护系统复合材料性质数值仿真模拟研究与分析[D].武汉：武汉理工大学,2003.
[48]张培胜.岩土锚杆的锚固力学特性研究[D].重庆：重庆大学,2003.
[49]何思明.预应力锚索作用机理研究[D].西安：西安交通大学,2004.
[50]沈世伟.吉林省东南部山区地质环境与边坡稳定性研究[D].长春：吉林大学,2010.
[51]邓华锋,李建林,王乐华.预应力锚索群锚效应的数值模拟试验研究[J].三峡大学学报(自然科学版),2006,28(3)：193-196.
[52]林杭,曹平,周正义.FLAC3D模拟全长注浆锚杆的作用效果[J].岩土力学,2005,26(增刊)：167-170.
[53]丁秀美,黄润秋,藏亚君.预应力锚索框架作用下附加应力的FLAC3D模拟[J].成都理工大学报,2003,30(4)：339-345.
[54]陈祥军,汤劲松.用FLAC3D进行马崖高边坡稳定性分析[J].石家庄铁道学院学报,2002,15(3)：76-79.
[55]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.
[56]王艳芬.预应力锚索加固岩体的机理分析和数值计算[D].武汉：华中科技大学,2007.
[57]Carr J. Fractal characterization of joint surface roughness in welded tuff at Yucca Mountain, Nevada,30th US Symp on Rock Mech. Rotter dam publisher,1989.193-200.
[58]Larsson H. Olofsson T. Bolt action in jointed rock. Proc. Int. Symp. On Rock Bolting, Abisko, Sweden,1983.33-46.
[59]Lemaitre J. Local Approach of Fracture. Engineering Fracture Mechanics,1986,25. 523-537.
[60]鲁志强.岩质高边坡稳定性数值模拟与岩体力学参数反分析[D].武汉：武汉理工大学,2009.
[61]李俊.湖南红层地区顺层岩质高陡边坡稳定性及处治技术研究[D].长沙：中南大学,2009.
[62]王文哲,杨小聪,郭利杰. FLAC3D用于充填模拟分界面力学特性研究[J].矿冶,2010,19(2)：1-4.
[63]张利洁,黄正加,雷菁. FLAC-3D在边坡岩体稳定性分析中的应用[J].岩土力学,2005,26(增刊)：61-64.
[64]林杭,曹平,李江腾,江学良,何忠明.层状岩质边坡破坏模式及稳定性的数值分析[J].岩土力学,2010,31(10)：3000-3004.
[65]李代国.丹棱-浦江公路石桥村滑坡稳定性分析与治理[J].路基工程,2010,152(5)：206-208.
[66]沈金瑞,林杭.多组节理边坡稳定性FLAC3D数值分析[J].中国安全科学学报,2007,17(1)：29-33.
[67]何忠明,林杭.节理岩体边坡稳定性的锚杆支护影响分析[J].公路交通科技,2010,27(11)：8-12.
[68]张子新,徐营,黄昕.块裂层状岩质边坡稳定性极限分析上限解[J].同济大学学报(自然科学版),2010,38(5)：656-663.
[69]黄昕,张子新,徐营.块裂层状岩质边坡稳定性研究[J].地下空间与工程学报,2009,5(5)： 941-945.
[70]翟英达,康立勋,朱德仁.块裂结构岩体中的三维应力传递[J].煤炭学报,2008,33(2)：171-174.
[71]赵瑜,李晓红,卢义玉,靳晓光.块裂结构岩质边坡水力学模型及数值模拟[J].岩土力学,2005,26(6)：995-999.
[72]徐营,张子新.块裂结构岩质地下洞室松动特征试验研究[J].岩土工程学报,2010,32(2)：216-224.
[73]赵阳升,胡耀青,赵宝虎,杨栋.块裂介质岩体变形与气体渗流的耦合数学模型及其应用[J].煤炭学报,2003,28(1)：41-45.
[74]谭鑫,傅鹤林,郭明香,沈宏,田卿燕.块体理论与数值模拟结合应用于块裂岩质边坡稳定性分析[J].金属矿山,2009,393(3)：24-27.
[75]沈金瑞,傅文杰.锚杆支护情况下弹性模量对边坡稳定性的影响[J].怀化学院学报,2008,27(11)：152-154.
[76]潘建平,黄润秋,许强.攀枝花露天矿排土场边坡稳定性的三维数值模拟研究[J].成都理工学院学报,2002,29(3)：329-333.
[77]林杭,曹平,李江腾,何忠明.全长粘结式锚杆加固节理边坡的动静态位移响应[J].岩土力学,2002,30(6)：1787-1791.
[78]顾涛,沈军辉,刘毅,祝怀田,张云祥.雅砻江两河口水电站左坝肩心墙边坡稳定性研究[J].地质灾害与环境保护,2009,20(4)：71-75.
[79]姜庆红,范慧鹤,李红英,李利彬. FLAC3D中INTERFACE建模新方法在采空区模拟中的应用[J].计算机与现代化,2008,158：113-119.
[80]戴志仁,张莎莎,谢永利.岩质边坡参数敏感度数值分析[J].路基工程,2010,150(3)：100-102.
[81]刘建华,付宏渊,吕东滨.岩质边坡动力失稳机制及数值模拟研究[J].交通科学与工程,2010,26(3)： 25-30.
[82]Itasca Consulting Group Inc FLAC3D. Fast lagrangian analysis of continua in 3 dimensions, version 3.0, user's manual[R].2005.
[83]杨世相,刘振波,倪亮.盐津变电所滑坡工程治理及FLAC3D数值模拟分析[J].武汉大学学报(工学版),2007,40(增刊)：577-582.
[84]陈卫忠,朱维申.节理岩体加固效果及其在边坡工程中的应用[J].勘察科学技术,2001,(1)：3-6.
[85]Itasca Consulting Group. User's Guid[Z]. Minnesota:Itasce Consulting Group,2002.
[86]温进涛,朱维申,李术才.锚索对结构面的锚固抗剪效应研究[J].岩石力学与工程学报,2003,22(10)：1699-1703.
[87]刘聪.预应力锚索在滑坡加固工程中的应用研究[D].西安：长安大学,2004.
[88]张发明,刘汉龙,赵维炳.某高等级公路路堑边坡预应力锚索加固设计[J].西安工学学院学报,2000,22(2)：38-40.
[89]Brahim Benmokrane Gerand Ball ivy. Five-year monitoring of load losses on prestressed cement-grouted rock anchors[J]. Canadian Geotecnique,1991,28(5):668-677.
[90]张发明,陈祖煜,刘宁,赵维炳.确定预应力锚索设计参数的优化方法[J].地下空间,2001,21(4)：305-310.
[91]冯金健,胡毅夫,张爱民,景觅.岩土体对锚索预应力的响应特性[J].南华大学学报(自然科学版),2008,22(4)：68-72.
[92]李宁,张平,李国玉.岩质边坡预应力锚固的设计原则与方法探讨[J].岩石力学与工程学报,2004,23(17)：2972-2976.
[93]张发明,刘宁,赵维炳,陈祖煜.岩质边坡预应力锚索加固的优化设计方法[J].岩土力学,2002,23(2)：187-190.
[94]冯玉波,李乃元,迟延智,刘晓彬.岩质高边坡的锚固设计及其稳定性分析[J].岩土力学,2006,27(增刊)：958-960.
[95]杨涛,周德培,张忠平.预应力锚索地梁中合理锚固角的确定[J].岩土力学,2006,27(2)：290-293.
[96]张发明,刘汉龙,赵维炳.预应力锚索加固岩质边坡的设计实例[J].岩土力学,2000,21(2)：177-179.
[97]苏志满,徐林荣.预应力锚索优化设计统一理论探讨[J].水文地质工程地质,2006,5：26-29.
[98]田景富,刘宏.预应力锚索在公路边坡支护中的应用[J].地球与环境,2005,33(增刊)：463-467.
[2]傅鹤林.块裂岩质边坡稳定性理论分析模型及工程应用研究[D].长沙：中南大学,2000.
[3]周训军.集丹公路路堑边坡破坏机制分析及治理研究[D].长春：吉林大学,2005.
[4]孙广忠.岩体结构力学[M].北京：科学出版社,1988.
[5]A.W.Bishop. The use of the slip circle in the stability analysis of slopes.Geotechnique Vol.5 No.1:1955.
[6]E.spencer. A Method of analysis of stability of embankments assuming parallel Inter-Slice force. Geotechnique Vol.17 No.1:1967.
[7]N.R.Morgenstern and V.E.Price. The analysis of the stability of general slip surface. Geotechnique Vol.15 No.1:1965
[8]S.K.Sarma. Stability analysis of embankments and slopes. Geotechnique Vol.23:1973.
[9]佴磊,徐燕,代树林等.边坡工程[M].北京：科学出版社,2010.
[10]刘宝琛.矿山岩体力学概论[M].长沙：湖南科学出版社,1982.
[11]齐伟.岩体力学[M].长春：吉林人民出版社,2001.
[12]孙玉科,牟会宠,姚宝魁.边坡岩体稳定性分析[M].北京：科学出版社,1988.
[13]佴磊,于清杨.岩土工程数值法[M].长春：吉林大学出版社,2007.
[14]G.哥德赫编.张清,张弥译.有限元在岩土力学中的应用[M].北京：中国铁道出版社,1983
[15]黄达,何兴江,黄润秋.煤矿排土场边坡变形失稳特征FLAC3D模拟分析[J].水文地质工程地质,2008(6)：61-65.
[16]闫莫明,徐祯祥,苏自约.岩土锚固技术手册[M].北京：人民交通出版社,2004：148-153.
[17]赵长海,董在志,陈群香.预应力锚固技术.[M].北京：中国水利水电出版社,2011：11-19.
[18]孙健,于青,刘新.满拉水电站进水口部位边坡处理[J].东北水利水电,1998(12)：27-29.
[19]程良奎,范景伦,韩军,许建平.岩土锚固[M].北京：中国建筑工业出版社,2006：221-254.
[20]程良奎,张作瑂,杨志银.岩土加固实用技术[M].北京：地震出版社,1994.
[21]彭文斌.FLAC3D使用教程[M].北京：机械工业出版社,2007.
[22]洪海春.边坡岩体锚固性能研究及其工程应用[D].南京：河海大学,2007.
[23]唐正辉.块裂型岩质边坡稳定性分析与有效加固[D].长沙：中南大学,2004.
[24]周训军,佴磊,刘永平.集丹公路路堑边坡破坏类型及其机制分析[J].岩土工程界,2005,：39-43.
[25]田卿燕.块裂岩质边坡崩塌检测预报理论及应用研究[D].长沙：中南大学,2008.
[26]叶惠飞.锚索预应力损失变化规律分析[D].杭州：浙江大学,2004.
[27]E. Hoek Reliablity of Hoek-Brown Estimatse of Rock Mass Properties and Their Impact On Design[J]. Int J Rock Mech Min sci,1998,35(1):63-68.
[28]E. Hoek &F. Bray. Rock slope engingeering[M]. London, Inst. Min. and Metall,1997.
[29]赵瑜.水库蓄水时块裂岩质边坡稳定性分析[D].太原：太原理工大学,2004.
[30]Sakellarious K. etal. On the fractal Character of rock surfaces. Int. J. Rock Mech. Min. Sci&Geomech. Abstr. Vol.28, No.6,1991.
[31]Barton N R, choubey V. The Shear Strength of Rock Joints in Theory and Practice. Rock Mech,1977,10:1-54.
[32]赵树光.岩质边坡预应力锚杆(索)应力分布规律及工程应用研究[D].南京：河海大学,2007.
[33]岳志平.岩土锚固的作用机理[D].长沙：中南大学,2004.
[34]李隽.岩质边坡稳定性及锚喷加固研究[D].南京：河海大学,2006.
[35]文华.边坡加固方案的优化设计[D].昆明：昆明理工大学,2004.
[36]郑州.边坡锚固技术的研究与应用[D].长沙：中南大学,2007.
[37]L. A. Panek. Estgimating fracture trace length from censored measurements on multiple scanlines. Proceedings of Int. Symposium on foundamentals of Rock Joints, Bjokrkliden, 1985.
[38]S. D. Priest and J. A. Hudson. Discontinuity Spacing in Rock.Int. J. Rock Mech and Min. Sci. Vol.13.
[39]Lee Y H,etal.Fractal dimension as a measure of the roughness of rock discontinuity.Int J Rock Mech Min Sci,1990,27(6):453-464.
[40]欧巍.块状岩体高边坡稳定性分析及支护措施研究[D].西安：西安交通大学,2006.
[41]徐学文.锚杆加固机理研究及其在边坡工程中的应用[D]西安：西安科技大学,2006.
[42]孙静.锚杆在节理岩体中的加固作用机理和锚固效应分析及应用[D].武汉：中国科学院武汉岩土力学研究所,2003.
[43]Arai K, Tagyo K. Determination of noncircular slipe giving the minimum factor of safety In slope stability analysis[J].Soils and Foundations.1997.25(1):43-50.
[44]Jorge G Z, Nicholas S, James K M. Limit equilibrium as basis for design of geosyntheic reinforced Slope[J]. Journal of Geotechnical and Geoenvironmental engineering,1998,124(8):684-698.
[45]Cavers D S. Simple metbods to analyze building of rock slopes[J]. Rock Mechanics,1981(14): 87-104.
[46]聂文波.岩石边坡治理中桩锚结构机理及优化设计研究[D].武汉：中国地质大学,2003.
[47]宋桂红.岩体-锚杆支护系统复合材料性质数值仿真模拟研究与分析[D].武汉：武汉理工大学,2003.
[48]张培胜.岩土锚杆的锚固力学特性研究[D].重庆：重庆大学,2003.
[49]何思明.预应力锚索作用机理研究[D].西安：西安交通大学,2004.
[50]沈世伟.吉林省东南部山区地质环境与边坡稳定性研究[D].长春：吉林大学,2010.
[51]邓华锋,李建林,王乐华.预应力锚索群锚效应的数值模拟试验研究[J].三峡大学学报(自然科学版),2006,28(3)：193-196.
[52]林杭,曹平,周正义.FLAC3D模拟全长注浆锚杆的作用效果[J].岩土力学,2005,26(增刊)：167-170.
[53]丁秀美,黄润秋,藏亚君.预应力锚索框架作用下附加应力的FLAC3D模拟[J].成都理工大学报,2003,30(4)：339-345.
[54]陈祥军,汤劲松.用FLAC3D进行马崖高边坡稳定性分析[J].石家庄铁道学院学报,2002,15(3)：76-79.
[55]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.
[56]王艳芬.预应力锚索加固岩体的机理分析和数值计算[D].武汉：华中科技大学,2007.
[57]Carr J. Fractal characterization of joint surface roughness in welded tuff at Yucca Mountain, Nevada,30th US Symp on Rock Mech. Rotter dam publisher,1989.193-200.
[58]Larsson H. Olofsson T. Bolt action in jointed rock. Proc. Int. Symp. On Rock Bolting, Abisko, Sweden,1983.33-46.
[59]Lemaitre J. Local Approach of Fracture. Engineering Fracture Mechanics,1986,25. 523-537.
[60]鲁志强.岩质高边坡稳定性数值模拟与岩体力学参数反分析[D].武汉：武汉理工大学,2009.
[61]李俊.湖南红层地区顺层岩质高陡边坡稳定性及处治技术研究[D].长沙：中南大学,2009.
[62]王文哲,杨小聪,郭利杰. FLAC3D用于充填模拟分界面力学特性研究[J].矿冶,2010,19(2)：1-4.
[63]张利洁,黄正加,雷菁. FLAC-3D在边坡岩体稳定性分析中的应用[J].岩土力学,2005,26(增刊)：61-64.
[64]林杭,曹平,李江腾,江学良,何忠明.层状岩质边坡破坏模式及稳定性的数值分析[J].岩土力学,2010,31(10)：3000-3004.
[65]李代国.丹棱-浦江公路石桥村滑坡稳定性分析与治理[J].路基工程,2010,152(5)：206-208.
[66]沈金瑞,林杭.多组节理边坡稳定性FLAC3D数值分析[J].中国安全科学学报,2007,17(1)：29-33.
[67]何忠明,林杭.节理岩体边坡稳定性的锚杆支护影响分析[J].公路交通科技,2010,27(11)：8-12.
[68]张子新,徐营,黄昕.块裂层状岩质边坡稳定性极限分析上限解[J].同济大学学报(自然科学版),2010,38(5)：656-663.
[69]黄昕,张子新,徐营.块裂层状岩质边坡稳定性研究[J].地下空间与工程学报,2009,5(5)： 941-945.
[70]翟英达,康立勋,朱德仁.块裂结构岩体中的三维应力传递[J].煤炭学报,2008,33(2)：171-174.
[71]赵瑜,李晓红,卢义玉,靳晓光.块裂结构岩质边坡水力学模型及数值模拟[J].岩土力学,2005,26(6)：995-999.
[72]徐营,张子新.块裂结构岩质地下洞室松动特征试验研究[J].岩土工程学报,2010,32(2)：216-224.
[73]赵阳升,胡耀青,赵宝虎,杨栋.块裂介质岩体变形与气体渗流的耦合数学模型及其应用[J].煤炭学报,2003,28(1)：41-45.
[74]谭鑫,傅鹤林,郭明香,沈宏,田卿燕.块体理论与数值模拟结合应用于块裂岩质边坡稳定性分析[J].金属矿山,2009,393(3)：24-27.
[75]沈金瑞,傅文杰.锚杆支护情况下弹性模量对边坡稳定性的影响[J].怀化学院学报,2008,27(11)：152-154.
[76]潘建平,黄润秋,许强.攀枝花露天矿排土场边坡稳定性的三维数值模拟研究[J].成都理工学院学报,2002,29(3)：329-333.
[77]林杭,曹平,李江腾,何忠明.全长粘结式锚杆加固节理边坡的动静态位移响应[J].岩土力学,2002,30(6)：1787-1791.
[78]顾涛,沈军辉,刘毅,祝怀田,张云祥.雅砻江两河口水电站左坝肩心墙边坡稳定性研究[J].地质灾害与环境保护,2009,20(4)：71-75.
[79]姜庆红,范慧鹤,李红英,李利彬. FLAC3D中INTERFACE建模新方法在采空区模拟中的应用[J].计算机与现代化,2008,158：113-119.
[80]戴志仁,张莎莎,谢永利.岩质边坡参数敏感度数值分析[J].路基工程,2010,150(3)：100-102.
[81]刘建华,付宏渊,吕东滨.岩质边坡动力失稳机制及数值模拟研究[J].交通科学与工程,2010,26(3)： 25-30.
[82]Itasca Consulting Group Inc FLAC3D. Fast lagrangian analysis of continua in 3 dimensions, version 3.0, user's manual[R].2005.
[83]杨世相,刘振波,倪亮.盐津变电所滑坡工程治理及FLAC3D数值模拟分析[J].武汉大学学报(工学版),2007,40(增刊)：577-582.
[84]陈卫忠,朱维申.节理岩体加固效果及其在边坡工程中的应用[J].勘察科学技术,2001,(1)：3-6.
[85]Itasca Consulting Group. User's Guid[Z]. Minnesota:Itasce Consulting Group,2002.
[86]温进涛,朱维申,李术才.锚索对结构面的锚固抗剪效应研究[J].岩石力学与工程学报,2003,22(10)：1699-1703.
[87]刘聪.预应力锚索在滑坡加固工程中的应用研究[D].西安：长安大学,2004.
[88]张发明,刘汉龙,赵维炳.某高等级公路路堑边坡预应力锚索加固设计[J].西安工学学院学报,2000,22(2)：38-40.
[89]Brahim Benmokrane Gerand Ball ivy. Five-year monitoring of load losses on prestressed cement-grouted rock anchors[J]. Canadian Geotecnique,1991,28(5):668-677.
[90]张发明,陈祖煜,刘宁,赵维炳.确定预应力锚索设计参数的优化方法[J].地下空间,2001,21(4)：305-310.
[91]冯金健,胡毅夫,张爱民,景觅.岩土体对锚索预应力的响应特性[J].南华大学学报(自然科学版),2008,22(4)：68-72.
[92]李宁,张平,李国玉.岩质边坡预应力锚固的设计原则与方法探讨[J].岩石力学与工程学报,2004,23(17)：2972-2976.
[93]张发明,刘宁,赵维炳,陈祖煜.岩质边坡预应力锚索加固的优化设计方法[J].岩土力学,2002,23(2)：187-190.
[94]冯玉波,李乃元,迟延智,刘晓彬.岩质高边坡的锚固设计及其稳定性分析[J].岩土力学,2006,27(增刊)：958-960.
[95]杨涛,周德培,张忠平.预应力锚索地梁中合理锚固角的确定[J].岩土力学,2006,27(2)：290-293.
[96]张发明,刘汉龙,赵维炳.预应力锚索加固岩质边坡的设计实例[J].岩土力学,2000,21(2)：177-179.
[97]苏志满,徐林荣.预应力锚索优化设计统一理论探讨[J].水文地质工程地质,2006,5：26-29.
[98]田景富,刘宏.预应力锚索在公路边坡支护中的应用[J].地球与环境,2005,33(增刊)：463-467.
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |