压力型与拉力型锚杆工作性状的室内足尺模型对比试验研究
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摘要
基于室内足尺模型试验对比研究压力型和拉力型锚杆的工作性状,给出锚固体轴向应变的分布特点,验证基于Mindlin问题位移解推导出的压力型锚杆锚固段应力分布理论解的可行性,分析了在试验条件锚杆的极限承载力及破坏形式。试验结果表明,拉力型锚固段处于受拉状态,轴向应变值最大值发生在张拉端附近,距离张拉端越远应变值越小;压力型锚杆的锚固段处于受压状态,轴向应变值最大值发生在承载体附近,距离承载体越远应变值越小;拉力型锚杆破坏形式为锚固段注浆体与岩土层间的粘结滑移破坏,压力型锚杆的破坏形式为承载体附近锚杆周围土体剪胀破坏;压力型锚杆极限承载力较之拉力型锚杆在相同条件下有明显提高;实测值与基于Mindlin问题的位移解推导出的压力型锚杆锚固段应力分布理论解较吻合。
Based on indoor full-sized model tests,the work characteristics of pressure-type anchor and tension-type anchor were examined and compared.The axial strain distribution characteristics of their anchorage segments were presented.The feasibility of the theoretical solution of stress distribution on anchorage segments of the pressure-type deduced by the Mindlin Displacement Solution was verified,and the ultimate bearing capacity and the failure form of anchors under test were also discussed.The experiment results show that the anchorage segments of tension-type anchor is in a state of tension under load,the maximum of axial strain value occurrs in the near of tension end,and the farther from the tension end,the axial strain value are smaller;while the anchorage segmen of pressure-type anchor is in a state of compression under load,the maximum of axial strain value occurrs in the near of bearing structure,and the farther from the bearing structure,the axial strain value are smaller.The failure form of tension-type anchor is bond-slip destruction between anchorage grouting body and geotechnical layer,while the faliure form of pressure-type anchor is shear dilatation of the soil mass around the anchorage end.Under the same condition,the ultimate bearing capacity of pressure-type anchor is obviously improved,compared with that of tension-type anchor.The measured axial strain values are in good agreement with the theoretical solution of the pressure-type anchorage derived from the Mindlin Displacement Solution.
Based on indoor full-sized model tests,the work characteristics of pressure-type anchor and tension-type anchor were examined and compared.The axial strain distribution characteristics of their anchorage segments were presented.The feasibility of the theoretical solution of stress distribution on anchorage segments of the pressure-type deduced by the Mindlin Displacement Solution was verified,and the ultimate bearing capacity and the failure form of anchors under test were also discussed.The experiment results show that the anchorage segments of tension-type anchor is in a state of tension under load,the maximum of axial strain value occurrs in the near of tension end,and the farther from the tension end,the axial strain value are smaller;while the anchorage segmen of pressure-type anchor is in a state of compression under load,the maximum of axial strain value occurrs in the near of bearing structure,and the farther from the bearing structure,the axial strain value are smaller.The failure form of tension-type anchor is bond-slip destruction between anchorage grouting body and geotechnical layer,while the faliure form of pressure-type anchor is shear dilatation of the soil mass around the anchorage end.Under the same condition,the ultimate bearing capacity of pressure-type anchor is obviously improved,compared with that of tension-type anchor.The measured axial strain values are in good agreement with the theoretical solution of the pressure-type anchorage derived from the Mindlin Displacement Solution.
引文
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[9]张季如,唐保付.锚杆荷载传递机理分析的双曲函数模型[J].岩土工程学报,2002,24(2):188-192.[ZHANG J R,TANG B F.Hyperbolic function modelto analyze load transfer mechanism on blots[J].Chinese Journal of Geotechnical Engineering,2004,26(6):828-83.(in Chinese)]
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[11]卢黎,张永兴,吴曙光.压力型锚杆锚固段的应力分布规律研究[J].岩土力学,2008,29(6):1517-152.[LU L,ZHANG Y X,WU S G.Distribution ofstresses on bonded length of compression type rockbolt[J].Rock and Sock Mechanics,2008,29(6):1517-1520.(in Chinese)]
[12]吴曙光,张永兴,康明.压力型和拉力型锚杆工作性能对比研究[J].水文地质工程地质,2008,35(5):45-49.[WU S G,ZHANG Y X,KANG M.Analysis of working performance of pressure-type and tensile-type anchor[J].Hydrogeology&EngineeringGeology,2008,35(5):45-49.(in Chinese)]
[13]吴曙光.建筑岩质边坡稳定与控制研究[D].重庆:重庆大学,2003.[WU S G.Research on the stabilityof building rock slope and its Control[D].Chongqing:Chongqing University,2003.(in Chinese)]
[14]贺建清,胡成兵,张健超.基于Mindlin解的压力型锚杆锚固段的受力分析[J].水文地质工程地质,2012,39(1):47-52.[HE J Q,HU C B,ZHANG JC.Mechanical analysis of anchorage segment ofpressure-type cable based on the Mindlin solution[J].Hydrogeology&Engineering Geology,2012,39(1):47-52.(in Chinese)]
[15]顾培英,邹庆,邓昌,等.饱和粉砂土中压力分散型锚杆摩阻力试验[J].水利水运工程学报,2009(2):78-81.[GU P Y,ZOU Q,DENG C,et al.Teststudy on frictional resistance of compression dispersiveprestressed anchor in saturated mealy sand[J]..Hydro-Science and Engineering,2009(2):78-81.(in Chinese)]
[16]夏元友,陈泽松,顾金才,等.压力分散型锚索受力特点的室内足尺模型试验[J].武汉理工大学学报,2010,32(3):33-37.[XIA Y Y,CHAN Z S,GU JC.Indoor full-sized moel test on stress features ofpressure-dispersive anchorage cable[J].Journal ofWuhan University of Technology,2010,32(3):33-37.(in Chinese)]
[17]中华人民共和国国家标准.GB500330-2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.[The State Standard of the People's Republic ofChina.GB 500330-2002 Technical code for buildingslope engineering[S].Beijing:China Architecture&Building Press,2002.(in Chinese)]
[2]程良奎.岩土锚固的现状与发展[J].土木工程学报,2001,34(3):7-12.[CHENG L K.Present statusand development of ground anchorages[J].China CivilEngineering Journal,2001,34(3):7-12.(inChinese)]
[3]汉纳T H.锚固技术在岩土工程中的应用[M].胡定(译).北京:中国建筑工业出版社,1986.[HannaT H.Application of anchoring technique ingeotechnical engineering[M].Translated by HU D.Beijing:China Architecture and Building Press,1986.(in Chinese)]
[4]程良奎,胡建林.土层锚杆的几个力学问题[M].北京:人民交通出版社,1996:1-6.[CHENG L K,HU J L.Several of the soil mechanics problems[M].Beijing:People's Traffic Press,1996:1-6.(inChinese)]
[5]邬爱清,韩军,罗超文,等.单孔复合型锚杆锚固体应力分布特征研究[J].岩石力学与工程学报,2004,23(2):247-251.[WU A Q,HAN J,LUO CW,et al.Research on stress distribution along blotswith single borehole and multiple anchors[J].Chinese Journal of Rock Mechanics and Engineering,2004,26(2):247-251.(in Chinese)]
[6]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.[WANG S R,HE M C,JIN YJ.Anchoring meehanism of prestressed Anchor cablesunder concentrated tension and dispersive pressure[J].Journal of University of Science and TechnologyBeijing,2005,27(3):278-282.(in Chinese)]
[7]夏元友,范卫琴,芮瑞,等.压力分散型锚索作用效果的数值模拟分析[J].岩土力学,2008,29(11):3144-3148.[XIA Y Y,FAN W Q,RUI R,et al.Numericalsimulation analysis of pressure diffusion anchor cable’seffect mechanism[J].Rock and Soil Mechanics,2008,29(11):3144-3148.(in Chinese)]
[8]张四平,侯庆.压力分散型锚杆剪力分布与现场试验研究[J].重庆建筑大学学报,2004,26(2):41-47.[ZHANG S P,HOU Q.Study on shear stressdistribution and in-situ test of pressure-dispersiveanchor[J].Journal of Chongqing Jianzhu University,2004,26(2):41-47.(in Chinese)]
[9]张季如,唐保付.锚杆荷载传递机理分析的双曲函数模型[J].岩土工程学报,2002,24(2):188-192.[ZHANG J R,TANG B F.Hyperbolic function modelto analyze load transfer mechanism on blots[J].Chinese Journal of Geotechnical Engineering,2004,26(6):828-83.(in Chinese)]
[10]尤春安.压力型锚索锚固段的受力分析[J].岩土工程学报,2004,26(6):828-83.[YOU C A.Mechanical analysis on anchorage segment of pressure-type cable[J].Chinese Journal of GeotechnicalEngineering,2002,24(2):188-192.(in Chinese)]
[11]卢黎,张永兴,吴曙光.压力型锚杆锚固段的应力分布规律研究[J].岩土力学,2008,29(6):1517-152.[LU L,ZHANG Y X,WU S G.Distribution ofstresses on bonded length of compression type rockbolt[J].Rock and Sock Mechanics,2008,29(6):1517-1520.(in Chinese)]
[12]吴曙光,张永兴,康明.压力型和拉力型锚杆工作性能对比研究[J].水文地质工程地质,2008,35(5):45-49.[WU S G,ZHANG Y X,KANG M.Analysis of working performance of pressure-type and tensile-type anchor[J].Hydrogeology&EngineeringGeology,2008,35(5):45-49.(in Chinese)]
[13]吴曙光.建筑岩质边坡稳定与控制研究[D].重庆:重庆大学,2003.[WU S G.Research on the stabilityof building rock slope and its Control[D].Chongqing:Chongqing University,2003.(in Chinese)]
[14]贺建清,胡成兵,张健超.基于Mindlin解的压力型锚杆锚固段的受力分析[J].水文地质工程地质,2012,39(1):47-52.[HE J Q,HU C B,ZHANG JC.Mechanical analysis of anchorage segment ofpressure-type cable based on the Mindlin solution[J].Hydrogeology&Engineering Geology,2012,39(1):47-52.(in Chinese)]
[15]顾培英,邹庆,邓昌,等.饱和粉砂土中压力分散型锚杆摩阻力试验[J].水利水运工程学报,2009(2):78-81.[GU P Y,ZOU Q,DENG C,et al.Teststudy on frictional resistance of compression dispersiveprestressed anchor in saturated mealy sand[J]..Hydro-Science and Engineering,2009(2):78-81.(in Chinese)]
[16]夏元友,陈泽松,顾金才,等.压力分散型锚索受力特点的室内足尺模型试验[J].武汉理工大学学报,2010,32(3):33-37.[XIA Y Y,CHAN Z S,GU JC.Indoor full-sized moel test on stress features ofpressure-dispersive anchorage cable[J].Journal ofWuhan University of Technology,2010,32(3):33-37.(in Chinese)]
[17]中华人民共和国国家标准.GB500330-2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.[The State Standard of the People's Republic ofChina.GB 500330-2002 Technical code for buildingslope engineering[S].Beijing:China Architecture&Building Press,2002.(in Chinese)]