锚杆拉拔荷载传递机理及试验研究
|
摘要
锚杆支护是提高岩土工程稳定性和解决复杂岩土工程问题最有效的手段之一,在边坡工程,隧道工程、采矿工程和基坑工程等领域得到了广泛的应用。现场拉拔试验是检测锚杆锚固质量的重要手段之一,锚杆应力的分布不均匀导致对锚杆抗拔力的测量并不能完全的反应锚杆的锚固状态。因此,拉拔荷载传递机理的正确描述对锚杆的设计具有重要工程意义。本文通过弹塑性理论分析和现场拉拔试验对锚杆的荷载传递、锚杆的破坏过程以及锚固层界面的参数进行了深入的研究。取得了一些有意义的成果:
1、对锚杆的破坏模式和锚固机理进行了分析。阐述了锚杆在拉拔荷载作用下失效的方式和原因。分析了在锚固段的荷载传递过程中,两个界面之间粘结力的作用机理和力学行为。
2、总结了已有的锚固体与岩体之间的剪切滑移本构关系模型。基于B.Benmokrane等建立的孔壁界面的剪切滑移本构模型,采用荷载传递函数法,建立弹塑性理论空间模型,得到了锚杆界面上剪应力沿锚杆分布的理论解。研究表明,锚固体与岩石界面可以分为残余剪切阶段,塑性软化阶段和弹性变形阶段,不同位置处的界面满足不同剪应力分布规律。并对影响锚杆锚固效果的因素进行了系统的分析。
3、通过现场黄土层锚杆拉拔试验,得到了沿锚固体的应力分布规律,并与理论结果进行对比分析,吻合较好。针对柠条塔煤矿矿井支护的锚杆进行现场拉拔试验研究,得出了煤岩体中的锚杆在树脂锚固剂作用下的荷载位移全过程曲线。通过锚杆拉拔特征曲线对锚固层界面的破坏过程进行分析,得到了界面破坏过程分为:弹性变形阶段、滑移变形阶段、脱粘出现与发展阶段和完全脱粘阶段。
4、推导了锚固层界面极限抗剪强度参数与锚杆拉拔P-S曲线之间的关系,结合煤巷现场试验得到的P-S曲线数据,计算得到树脂锚固剂与煤岩体之间的抗剪强度参数;针对黄土层现场试验得到的应力分布规律,通过分析计算,得到了黄土与砂浆界面的抗剪强度参数。为锚固体抗剪强度参数的确定提供了一套切实可行的办法,对锚杆的设计具有一定的指导意义。
Anchor is one of the effective methods to improve the stability of geotechnical engineering and solve the complex geotechnical engineering problems. It is widely used in slope, tunnel, mining, foundation ditch and so on. On-site pull-out tests is one of the important methods to detect the quality of anchor. Proper evaluation on the status of bolting system is greatly significant for anchor design in projects domain. Based on elastic-plastic theoretical analysis and pull-out tests ,the load transfer and failure process of anchor bolt and the parameters of anchoring layer interface was discussed in the paper. Get some significant results:
The failure mode and anchorage mechanism of bolt anchor and mechanism has been analyzed. The failure mode and reason under the drawing load were elaborated. In the process of load transfer, the bond mechanism and mechanical behavior of two interfaces were analyzed.
The existing shear slip model between the anchorage and the rock mass has been summarized. Based on the shear slip model of pore wall which built by B.Benmokrane, taking the load transfer function method, a elastic-plastic model was set up for the theoretical solution of the shearing stress distribution law along the length direction. Research shows that anchor solid rock interface can be divided into the residual shear stage, plastic softening stage and elastic deformation stage, and the different position of interface has different shear stress distribution. And the factors which influence the anchoring effect were analyzed exactly.
By the field experiment of bolt in loess, the stress distribution along the anchorage was measured. The test results are in good agreement with the theory analysis results. For the bolt of supporting in Ningtiaota Coal Mine, the pull-out test has been taken in the roadway. By the test, we get the whole load-displacement curve of the bolt with the resin in the coal. Based on the characteristic pull out curve, the failure process of interface is analyzed and the process is divided into: elastic deformation stage, sliding deformation stage and debonding appearance and development stage and completely debonding stage.
The formula between the limit shear strength parameter and the bolt P-S curve was derived. By the data of field anchor tests, the shear strength parameters between the resin and coal were calculated. Based on the stress distribution of bolt in loess, the shear strength parameter between the loess and mortar was calculated. They provide a feasible way to get the shear strength parameters and give a reference for following design.
1、对锚杆的破坏模式和锚固机理进行了分析。阐述了锚杆在拉拔荷载作用下失效的方式和原因。分析了在锚固段的荷载传递过程中,两个界面之间粘结力的作用机理和力学行为。
2、总结了已有的锚固体与岩体之间的剪切滑移本构关系模型。基于B.Benmokrane等建立的孔壁界面的剪切滑移本构模型,采用荷载传递函数法,建立弹塑性理论空间模型,得到了锚杆界面上剪应力沿锚杆分布的理论解。研究表明,锚固体与岩石界面可以分为残余剪切阶段,塑性软化阶段和弹性变形阶段,不同位置处的界面满足不同剪应力分布规律。并对影响锚杆锚固效果的因素进行了系统的分析。
3、通过现场黄土层锚杆拉拔试验,得到了沿锚固体的应力分布规律,并与理论结果进行对比分析,吻合较好。针对柠条塔煤矿矿井支护的锚杆进行现场拉拔试验研究,得出了煤岩体中的锚杆在树脂锚固剂作用下的荷载位移全过程曲线。通过锚杆拉拔特征曲线对锚固层界面的破坏过程进行分析,得到了界面破坏过程分为:弹性变形阶段、滑移变形阶段、脱粘出现与发展阶段和完全脱粘阶段。
4、推导了锚固层界面极限抗剪强度参数与锚杆拉拔P-S曲线之间的关系,结合煤巷现场试验得到的P-S曲线数据,计算得到树脂锚固剂与煤岩体之间的抗剪强度参数;针对黄土层现场试验得到的应力分布规律,通过分析计算,得到了黄土与砂浆界面的抗剪强度参数。为锚固体抗剪强度参数的确定提供了一套切实可行的办法,对锚杆的设计具有一定的指导意义。
Anchor is one of the effective methods to improve the stability of geotechnical engineering and solve the complex geotechnical engineering problems. It is widely used in slope, tunnel, mining, foundation ditch and so on. On-site pull-out tests is one of the important methods to detect the quality of anchor. Proper evaluation on the status of bolting system is greatly significant for anchor design in projects domain. Based on elastic-plastic theoretical analysis and pull-out tests ,the load transfer and failure process of anchor bolt and the parameters of anchoring layer interface was discussed in the paper. Get some significant results:
The failure mode and anchorage mechanism of bolt anchor and mechanism has been analyzed. The failure mode and reason under the drawing load were elaborated. In the process of load transfer, the bond mechanism and mechanical behavior of two interfaces were analyzed.
The existing shear slip model between the anchorage and the rock mass has been summarized. Based on the shear slip model of pore wall which built by B.Benmokrane, taking the load transfer function method, a elastic-plastic model was set up for the theoretical solution of the shearing stress distribution law along the length direction. Research shows that anchor solid rock interface can be divided into the residual shear stage, plastic softening stage and elastic deformation stage, and the different position of interface has different shear stress distribution. And the factors which influence the anchoring effect were analyzed exactly.
By the field experiment of bolt in loess, the stress distribution along the anchorage was measured. The test results are in good agreement with the theory analysis results. For the bolt of supporting in Ningtiaota Coal Mine, the pull-out test has been taken in the roadway. By the test, we get the whole load-displacement curve of the bolt with the resin in the coal. Based on the characteristic pull out curve, the failure process of interface is analyzed and the process is divided into: elastic deformation stage, sliding deformation stage and debonding appearance and development stage and completely debonding stage.
The formula between the limit shear strength parameter and the bolt P-S curve was derived. By the data of field anchor tests, the shear strength parameters between the resin and coal were calculated. Based on the stress distribution of bolt in loess, the shear strength parameter between the loess and mortar was calculated. They provide a feasible way to get the shear strength parameters and give a reference for following design.
引文
[1] TH.汉纳著.胡定等译.锚固技术在岩土工程中的应用[M].中国建筑工业出版社,1986.
[2]程良奎、范景伦等.岩土锚固[M].中国建筑工业出版社,2003年1月第一版.
[3]赵长海.预应力锚固技术[M].中国水利水电出版社,2001年12月第一版.
[4]谭志林、李扬辉.三峡工程无粘结端头锚索现场试验研究[J].长江科学院院报,1999,16(4):19～23.
[5]张乐文,汪捻.岩土锚固理论研究之现状[J],岩土力学,2002,23(5):627～631
[6] Fuller.P G, Cox R H T,Mechanics load transfer from steel tendons of cement based grouted[A],Fifth Australasian Conference on the Mechanics of structures and Materials[C],Melbourne:Published by Australian Institute of Mining and Metallurgy, 1995.
[7] Stillborg B. Experimental investigation of steel cables for rock reinforcement in hard rock [D].Sweden:Lulea University of Technology,1984.
[8] Nakayama,M.Beaudoin,V,B,B,A.novel technique determining bond strength developed between cement paste and steel[J].Cement and Concrete Research.1987,22(3):478-488.
[9] Goris, J, M. and Conway,J,P.Grouted flexible tendons and scaling Investigations[A]. Proceeding of the 13th World Mining Congress[C].Sweden:Published by Rotterdam, Balkena, 1987.
[10] Hyett A J, Bawden W F and Reichert R D,The effect of rock mass confinement on the band strength of fully grouted cable bolts[J]. Int,J, Rock Mech.Min, Sic. And Geomic, Abstr.1992,29(5):503～524.
[11] A.Kilic,E.Yasar and A.G.Celik.Effect od grout properties on the pull-out load capacity of fully grouted rock bolt[J].Tunnelling and underground space technology,2002,17:355～362.
[12] Evangelista A ,Sapio G. .Behavior of ground anchors in stuff clays[A]. Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C], Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.39～47.
[13] Ostermayer H, Scheel F, Research on ground anchors in non-cohesive soils[A]. Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C],Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.92～97.
[14] Fujita K etal. A method to predict the load-displacement relationship of ground anchors[A] .Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C].Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.58～62.
[15]程良奎,胡建林.土层锚杆的几个力学问题[A].中国岩土锚固工程协会主编。岩土工程的锚固技术[C]北京:人民交通出版社,1996.
[16]荣冠、朱焕春、杨松林等.三峡工程永久船闸高强锚杆现场试验研究.岩土力学,2001,22(2):171～175.
[17]朱焕春、荣冠.张拉荷载下全长粘结锚杆工作机理试验研究.岩石力学与工程学报,2002,21(3):379～384.
[18]丁多文,白世伟,刘泉声.预应力长锚索锚固深度模型试验研究.工程勘察[J],1995(4):14～19.
[19]黄福德.高边坡群锚加固中锚索体的动态受力特征.西北水电,1997,62(4):33～37.
[20]刘致彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究.水利发电[J],1997(3):48～52.
[21]顾金才,明治清,沈俊,陈安敏.预应力锚索内锚固段受力特点现场试验研究.岩土锚固新技术[M],1998,12.
[22]顾金才,明治清,沈俊等.预应力锚索内锚固段受力特点现场试验研究[J].岩石力学与工程学报,1998,17(增):788～792.
[23]顾金才、沈俊.锚索预应力在岩体内引起的应变状态模型试验研究[J].岩石力学与工程学报,2000,19(增):917～921.
[24]顾金才、郑全平.预应力锚索对均质岩体的加固效应模拟试验研究[J].华北水利水电学院学报,1994(3):69～76.
[25] Lutz L,Gergeley P. Mechanics of band and slip of deformed bars in concrete [J], Journal of American Concrete Institute,1967,64 (11):711～721.
[26] Hansor,N,W. Influence of surface roughness of pre-stressing strand on band performance [J],Journal of Pre-stressed Concrete Institute,1969,14(1):32～45.
[27] Goto,Y.Cracks. Formed in concrete around deformed tension bars [J], Journal of American Concrete Intitute, 1971,68(4):244～251.
[28] Philips S H E Factors affecting the design of anchorages in rock[R],London:Cementation Research Ltd.1970.
[29]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.
[30] Aydan O.,Ichikawa Y.,Load bearing capacity and stress distribution in/along rockboltswith inelastic behavior of interfaces[J].Proc.,Fifth Int. Conf. on Numerical Methods in Geomech.,Nagoya,Japan,Vol.2:1281～1291.
[31]尤春安.全长粘接式锚杆的受力分析[J].岩石力学与工程学报,2000,19(3):339～341.
[32]曹金国、姜弘道.一种确定拉力型锚杆支护长度的方法[J].岩石力学与工程学报,2003,22(7):1141～1145.
[33]王建宇,牟瑞芳.按共同变形原理计算地锚工程中粘结型锚头内力.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:52～63.
[34]何思明.预应力锚索的非线性分析[J].岩石力学与工程学报,2004,23(9):1535～1541.
[35]何思明.基于损伤理论的预应力锚索荷载-变形特性分析[J].岩石力学与工程学报,2004,23(5):786～792.
[36]蒋忠信.拉力型锚索锚固段剪应力分布的高斯曲线模式[J].岩土工程学报,2001,2(36):696～699.
[37]赵赤云.边坡稳定分析与预应力锚固作用机理研究与优化.天津大学博士学位论文,1995.
[38]赵赤云.预应力锚索锚固作用分析[J].北京建筑工程学院学报.1999,15(2):84~88.
[39]杜龙泽,周承芳,李正国,刘迎曦等.锚根合理设计长度的分析.水力发电[J],1996(7):45～49.
[40]王建宇,牟瑞芳.按共同变形原理计算地锚工程中粘结型锚头内力.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:52～63.
[41]陶龙光,周勇,饵尚银.深基坑土层锚杆试验拉拔力与承载力换算关系分析.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:144～149.
[42]李铀、白世伟.预应力锚索锚固体破坏与锚固力传递模式研究.岩石力学与工程学报,2003,24(5):655～690.
[43]何思明.基于损伤理论的预应力锚索荷载-变形特性分析.岩石力学与工程学报,2004,23(5):786～792.
[44]孔宪宾,汪洪武,高公略,余跃心.土-锚杆界面模型的改进和应用[J].力学与实践,1999,21(5):17～19.
[45]孔宪宾,余跃心,李炜,汪洪武.土-锚杆相互作用机理的研究[J].工程力学,2000,17(3):80～86.
[46] Coates D.F,Yu Y.S.There dimensional stress distribution around a cylindrical hole and anchor[J].Proc.2rd Int.Conf.on Rock Mechanics,Belgrade,1970.
[47]王连捷、王薇.岩土锚固工程中锚固体应力分布的有限元分析[J].中国地质灾害与防治学报,1998,9(增刊).
[48]蒋楚生、李聚金.预应力锚索锚固段受力状态的三维有限元分析[J].岩土钻凿工程,1994,12(3):65～70.
[49]黄德福,李宁,赵彦辉.预应力锚固机理数值仿真分析研究[J].西北水电,1996,55(1):8～17.
[50]李宁,赵彦辉,韩恒.单锚的力学模型与数值仿真试验分析[J].西安理工大学学报,1997,13(1):6～11.
[51]孙钧.地下工程设计理论与实践[M].上海科学技术出版社,1996年12月第一版.
[52]徐干成、郑颖人.地下工程支护结构[M].中国水利水电出版社,2002年1月第一版.
[53]丁秀丽、盛谦.预应力锚索锚固机理的数值模拟试验研究[J].岩石力学与工程学报,2002,21(7):980～988.
[54]汪明武,王鹤龄.锚固质量的无损检测技术[J].岩石力学与工程学报,2002,21(1):126～129.
[55]刘玉堂,翟金明.常用预应力锚索的结构和特点[J].预应力技术,2005,4、5期.
[56]刘玉堂,庞有超,白彦光.锚索的选择与应用[J].预应力技术,2007,1期.
[57]何思明、王成华.预应力锚索破坏特性及极限抗拔力研究.岩石力学与工程学报,2004,23(17):2966～2971.
[58]何思明、王成华.预应力锚索群锚效应研究:理论与建模.中国科学E辑技术科学2003,33(增刊):101～109.
[59]张端良,董燕军,唐乐人.预应力锚索锚固段周边剪应力分布特性[J].岩石力学与工程学报,2004,23(增2):4735-4738.
[60]谷拴成,邵红旗,种建涛.预应力锚索锚固段剪应力分布特性研究[J].煤炭工程,2008,11:67-69.
[61] C.Li, B.Stillborg. Analytical models for rock bolts[J].International Journal of Rock Mechanics and Mining Sciences,1999,36:1013-1029.
[62] BPE Eligehausen R,PoPov E P,Berteor V. Local Bond Stress-Slip Relationships of Deformed Bars under Genearlized Excititations.Report No.83/23,EERC,University of Caliofrnia,Berkele,y1983:162.
[63] V.L.Brown,C.L.Bahrtolomew.FRP Reinofcred Basr in Reinofored Conceret Pavements. ACI SP-138.1993:813～829.
[64] Cosenza E,G.Manrfediand and.Realofnzo.Behavior and Modeling of Bond of RFP Rebars to Concrete.Jounral of Composites for Construction.1997,1(2):40～51.
[65] Malvar J.Tensile and pond properties of GFRP reinforcing bars.ACI Materials Journal,1995,92(3):54～59.
[66]高丹盈,朱海堂,谢晶晶.纤维增强塑料筋混凝土粘结滑移本构模型[J].工业建筑.2003,33(7):41～43.
[67] B.Benmokrane,Chennouf A,Mitri H S. Laboratory evaluation of cement-based grouts and grouted rock anchors[J].Int.J.Rock Mech.Min.Sci.and Geomech.,1995,32:633～642.
[68] Serrano A,Olalla C.Ultimate bering of grouted cable bolts[J].Int.J.rock Mec. Sci.&Geomech.Abstra.1992.29(5):503-504.
[69]韩军,程良奎.岩土体与锚固体间粘结强度[A].程良奎,刘启琛.岩土锚固工程技术的应用与发展[C].北京:万国学术出版社,1996.317-320.
[70]张发明,陈祖煜,刘宁.岩体与锚固体间粘结强度的确定[J].岩土力学,2001,22(4):470～473.
[71] Michael J.Turner.Some aspects of current ground anchor design and Construction in the United kingdom.pro. of Int.Confr.on Anchors in theory and Practice.Salzburg, 1995.247～256.
[72]宋志飞,徐波等.砂浆锚杆锚固段的界面力学特性[J].煤炭学报,2008,33(9):988～991.
[73]肖世国、周德培.非全长粘结型锚索锚固长度的一种确定方法[J].岩石力学与工程学报,2004,23(9):1530～1534.
[74]陆士良,汤雷,杨新安.锚杆锚固力与锚固技术[M].北京:煤炭工业出版社,1998.
[2]程良奎、范景伦等.岩土锚固[M].中国建筑工业出版社,2003年1月第一版.
[3]赵长海.预应力锚固技术[M].中国水利水电出版社,2001年12月第一版.
[4]谭志林、李扬辉.三峡工程无粘结端头锚索现场试验研究[J].长江科学院院报,1999,16(4):19～23.
[5]张乐文,汪捻.岩土锚固理论研究之现状[J],岩土力学,2002,23(5):627～631
[6] Fuller.P G, Cox R H T,Mechanics load transfer from steel tendons of cement based grouted[A],Fifth Australasian Conference on the Mechanics of structures and Materials[C],Melbourne:Published by Australian Institute of Mining and Metallurgy, 1995.
[7] Stillborg B. Experimental investigation of steel cables for rock reinforcement in hard rock [D].Sweden:Lulea University of Technology,1984.
[8] Nakayama,M.Beaudoin,V,B,B,A.novel technique determining bond strength developed between cement paste and steel[J].Cement and Concrete Research.1987,22(3):478-488.
[9] Goris, J, M. and Conway,J,P.Grouted flexible tendons and scaling Investigations[A]. Proceeding of the 13th World Mining Congress[C].Sweden:Published by Rotterdam, Balkena, 1987.
[10] Hyett A J, Bawden W F and Reichert R D,The effect of rock mass confinement on the band strength of fully grouted cable bolts[J]. Int,J, Rock Mech.Min, Sic. And Geomic, Abstr.1992,29(5):503～524.
[11] A.Kilic,E.Yasar and A.G.Celik.Effect od grout properties on the pull-out load capacity of fully grouted rock bolt[J].Tunnelling and underground space technology,2002,17:355～362.
[12] Evangelista A ,Sapio G. .Behavior of ground anchors in stuff clays[A]. Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C], Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.39～47.
[13] Ostermayer H, Scheel F, Research on ground anchors in non-cohesive soils[A]. Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C],Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.92～97.
[14] Fujita K etal. A method to predict the load-displacement relationship of ground anchors[A] .Proceedings of the ninth International Conference on Soil Mechanics and Foundation Engineering[C].Tokyo:The Japanese Society of Soil Mechanics and Foundation Engineering,1977.58～62.
[15]程良奎,胡建林.土层锚杆的几个力学问题[A].中国岩土锚固工程协会主编。岩土工程的锚固技术[C]北京:人民交通出版社,1996.
[16]荣冠、朱焕春、杨松林等.三峡工程永久船闸高强锚杆现场试验研究.岩土力学,2001,22(2):171～175.
[17]朱焕春、荣冠.张拉荷载下全长粘结锚杆工作机理试验研究.岩石力学与工程学报,2002,21(3):379～384.
[18]丁多文,白世伟,刘泉声.预应力长锚索锚固深度模型试验研究.工程勘察[J],1995(4):14～19.
[19]黄福德.高边坡群锚加固中锚索体的动态受力特征.西北水电,1997,62(4):33～37.
[20]刘致彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究.水利发电[J],1997(3):48～52.
[21]顾金才,明治清,沈俊,陈安敏.预应力锚索内锚固段受力特点现场试验研究.岩土锚固新技术[M],1998,12.
[22]顾金才,明治清,沈俊等.预应力锚索内锚固段受力特点现场试验研究[J].岩石力学与工程学报,1998,17(增):788～792.
[23]顾金才、沈俊.锚索预应力在岩体内引起的应变状态模型试验研究[J].岩石力学与工程学报,2000,19(增):917～921.
[24]顾金才、郑全平.预应力锚索对均质岩体的加固效应模拟试验研究[J].华北水利水电学院学报,1994(3):69～76.
[25] Lutz L,Gergeley P. Mechanics of band and slip of deformed bars in concrete [J], Journal of American Concrete Institute,1967,64 (11):711～721.
[26] Hansor,N,W. Influence of surface roughness of pre-stressing strand on band performance [J],Journal of Pre-stressed Concrete Institute,1969,14(1):32～45.
[27] Goto,Y.Cracks. Formed in concrete around deformed tension bars [J], Journal of American Concrete Intitute, 1971,68(4):244～251.
[28] Philips S H E Factors affecting the design of anchorages in rock[R],London:Cementation Research Ltd.1970.
[29]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.
[30] Aydan O.,Ichikawa Y.,Load bearing capacity and stress distribution in/along rockboltswith inelastic behavior of interfaces[J].Proc.,Fifth Int. Conf. on Numerical Methods in Geomech.,Nagoya,Japan,Vol.2:1281～1291.
[31]尤春安.全长粘接式锚杆的受力分析[J].岩石力学与工程学报,2000,19(3):339～341.
[32]曹金国、姜弘道.一种确定拉力型锚杆支护长度的方法[J].岩石力学与工程学报,2003,22(7):1141～1145.
[33]王建宇,牟瑞芳.按共同变形原理计算地锚工程中粘结型锚头内力.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:52～63.
[34]何思明.预应力锚索的非线性分析[J].岩石力学与工程学报,2004,23(9):1535～1541.
[35]何思明.基于损伤理论的预应力锚索荷载-变形特性分析[J].岩石力学与工程学报,2004,23(5):786～792.
[36]蒋忠信.拉力型锚索锚固段剪应力分布的高斯曲线模式[J].岩土工程学报,2001,2(36):696～699.
[37]赵赤云.边坡稳定分析与预应力锚固作用机理研究与优化.天津大学博士学位论文,1995.
[38]赵赤云.预应力锚索锚固作用分析[J].北京建筑工程学院学报.1999,15(2):84~88.
[39]杜龙泽,周承芳,李正国,刘迎曦等.锚根合理设计长度的分析.水力发电[J],1996(7):45～49.
[40]王建宇,牟瑞芳.按共同变形原理计算地锚工程中粘结型锚头内力.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:52～63.
[41]陶龙光,周勇,饵尚银.深基坑土层锚杆试验拉拔力与承载力换算关系分析.岩土锚固新技术,中国岩土锚固技术编写组编,北京:人民交通出版社,1998,12:144～149.
[42]李铀、白世伟.预应力锚索锚固体破坏与锚固力传递模式研究.岩石力学与工程学报,2003,24(5):655～690.
[43]何思明.基于损伤理论的预应力锚索荷载-变形特性分析.岩石力学与工程学报,2004,23(5):786～792.
[44]孔宪宾,汪洪武,高公略,余跃心.土-锚杆界面模型的改进和应用[J].力学与实践,1999,21(5):17～19.
[45]孔宪宾,余跃心,李炜,汪洪武.土-锚杆相互作用机理的研究[J].工程力学,2000,17(3):80～86.
[46] Coates D.F,Yu Y.S.There dimensional stress distribution around a cylindrical hole and anchor[J].Proc.2rd Int.Conf.on Rock Mechanics,Belgrade,1970.
[47]王连捷、王薇.岩土锚固工程中锚固体应力分布的有限元分析[J].中国地质灾害与防治学报,1998,9(增刊).
[48]蒋楚生、李聚金.预应力锚索锚固段受力状态的三维有限元分析[J].岩土钻凿工程,1994,12(3):65～70.
[49]黄德福,李宁,赵彦辉.预应力锚固机理数值仿真分析研究[J].西北水电,1996,55(1):8～17.
[50]李宁,赵彦辉,韩恒.单锚的力学模型与数值仿真试验分析[J].西安理工大学学报,1997,13(1):6～11.
[51]孙钧.地下工程设计理论与实践[M].上海科学技术出版社,1996年12月第一版.
[52]徐干成、郑颖人.地下工程支护结构[M].中国水利水电出版社,2002年1月第一版.
[53]丁秀丽、盛谦.预应力锚索锚固机理的数值模拟试验研究[J].岩石力学与工程学报,2002,21(7):980～988.
[54]汪明武,王鹤龄.锚固质量的无损检测技术[J].岩石力学与工程学报,2002,21(1):126～129.
[55]刘玉堂,翟金明.常用预应力锚索的结构和特点[J].预应力技术,2005,4、5期.
[56]刘玉堂,庞有超,白彦光.锚索的选择与应用[J].预应力技术,2007,1期.
[57]何思明、王成华.预应力锚索破坏特性及极限抗拔力研究.岩石力学与工程学报,2004,23(17):2966～2971.
[58]何思明、王成华.预应力锚索群锚效应研究:理论与建模.中国科学E辑技术科学2003,33(增刊):101～109.
[59]张端良,董燕军,唐乐人.预应力锚索锚固段周边剪应力分布特性[J].岩石力学与工程学报,2004,23(增2):4735-4738.
[60]谷拴成,邵红旗,种建涛.预应力锚索锚固段剪应力分布特性研究[J].煤炭工程,2008,11:67-69.
[61] C.Li, B.Stillborg. Analytical models for rock bolts[J].International Journal of Rock Mechanics and Mining Sciences,1999,36:1013-1029.
[62] BPE Eligehausen R,PoPov E P,Berteor V. Local Bond Stress-Slip Relationships of Deformed Bars under Genearlized Excititations.Report No.83/23,EERC,University of Caliofrnia,Berkele,y1983:162.
[63] V.L.Brown,C.L.Bahrtolomew.FRP Reinofcred Basr in Reinofored Conceret Pavements. ACI SP-138.1993:813～829.
[64] Cosenza E,G.Manrfediand and.Realofnzo.Behavior and Modeling of Bond of RFP Rebars to Concrete.Jounral of Composites for Construction.1997,1(2):40～51.
[65] Malvar J.Tensile and pond properties of GFRP reinforcing bars.ACI Materials Journal,1995,92(3):54～59.
[66]高丹盈,朱海堂,谢晶晶.纤维增强塑料筋混凝土粘结滑移本构模型[J].工业建筑.2003,33(7):41～43.
[67] B.Benmokrane,Chennouf A,Mitri H S. Laboratory evaluation of cement-based grouts and grouted rock anchors[J].Int.J.Rock Mech.Min.Sci.and Geomech.,1995,32:633～642.
[68] Serrano A,Olalla C.Ultimate bering of grouted cable bolts[J].Int.J.rock Mec. Sci.&Geomech.Abstra.1992.29(5):503-504.
[69]韩军,程良奎.岩土体与锚固体间粘结强度[A].程良奎,刘启琛.岩土锚固工程技术的应用与发展[C].北京:万国学术出版社,1996.317-320.
[70]张发明,陈祖煜,刘宁.岩体与锚固体间粘结强度的确定[J].岩土力学,2001,22(4):470～473.
[71] Michael J.Turner.Some aspects of current ground anchor design and Construction in the United kingdom.pro. of Int.Confr.on Anchors in theory and Practice.Salzburg, 1995.247～256.
[72]宋志飞,徐波等.砂浆锚杆锚固段的界面力学特性[J].煤炭学报,2008,33(9):988～991.
[73]肖世国、周德培.非全长粘结型锚索锚固长度的一种确定方法[J].岩石力学与工程学报,2004,23(9):1530～1534.
[74]陆士良,汤雷,杨新安.锚杆锚固力与锚固技术[M].北京:煤炭工业出版社,1998.
© 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 |