共查询到18条相似文献,搜索用时 171 毫秒
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上世纪80年代初,锚索加固工程要求安装观测锚索,大变形岩体的加固要用无粘结锚索,工程需要催生了国内的无粘结锚索。当时还没有无粘结钢绞线,只能用光面钢绞线自制,因此,无粘结锚索很不规范。90年代初国内水电建设引进了无粘结锚索的规范结构和施工工艺,并迅速得到推广。然而,在工程应用中过于简化,把双层隔离层改为单层,把充满并可随时补充防锈油脂的防护帽用混凝土或水泥砂浆替代,永久性难以保证,给工程的安全埋下隐患。无粘结锚索的钢绞线不与围岩粘结,锚索对岩体的加固完全依赖其拉力,锚索的拉力又仅仅依靠夹片对钢绞线的夹持力,在上百年的高应力作用下,夹片及其夹持的那段钢绞线产生了徐变和锈蚀,必将减小锚索对岩体的支护力。在用无粘结锚索加固的公路边坡中,因雨水冲动格构下的风化石和泥土,锚索失去了拉力,边坡缺少支护力而失事的工程已不止一例 相似文献
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目前在市政工程中已普遍采用预应力锚固支护基坑加强岩体稳定的作法 ,不仅能节省费用、缩短工期 ,而且便于施工 ,可以应用于不同条件下的工程建设。预应力锚索根据所用材料、构造形式及受力原理分为无粘结锚索与有粘结锚索两种。无粘结锚索由锚固段、自由段和张拉段三部分组成。锚固段为锚索承受施加预应力的固定端 ,应设置在稳定的地层或构筑物中。由于锚索孔壁与水泥浆之间抗剪强度一般低于砂浆和锚索的握裹力 ,一般认为 ,拉力型锚索极限抗拔力仅与锚固端长度有关 ,即按下式进行估算锚固段的锚固长度 :L=T/(πDτ)式中D为锚索孔直… 相似文献
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破碎地层预应力锚索灌浆技术 总被引:1,自引:0,他引:1
在破碎地层上进行预应力锚索灌浆是锚索施工过程中的重点和难点。总结归纳了3种在破碎地层的锚索灌浆技术:处理锚索孔破碎带、使用包裹土工布的无粘结钢绞线和变换灌浆方式,并指出其相应的优缺点和适用范围。 相似文献
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常用预应力锚索的结构和特点 总被引:2,自引:0,他引:2
本文阐述了目前岩土工程加固中常用的预应力锚索的结构、优缺点及适用条件,特别强调了各种锚索作为永久支护手段时的规范结构。本文目的在于使锚索应用者对各种锚索有个正确的认识,修正不规范的施工方法,并在设计锚索时,根据岩体性质、工程要求以及锚索作用,正确选择锚索类型,达到工程加固的最佳效果。 相似文献
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预应力锚索曾在我国重大水电工程中得到广泛应用,针对这些用作永久支护的锚索工程使用寿命的问题,通过现场开挖一根在漫湾水电站左岸边坡服役20年的锚索,对这一问题进行讨论分析。结合开挖试验成果,从锚头锈蚀特征、钢绞线缩进量、水泥砂浆防锈效果、内锚固段特征以及钢绞线化学和力学性质变化、水泥注浆体固结等方面,对该锚索进行综合评价。评价结论认为:锚索的工作是有效的,锚索应该是安全的。 相似文献
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对压力分散型锚索锚固段力学性能进行现场试验,并对试验锚索进行回收。对锚固段应力分布状态进行观测,根据试验结果拟合出压力分散型锚索锚固段应变分布方程和轴力分布方程。现场试验和理论分析证明,其独特的结构型式决定其具有可靠的防腐蚀性能,其承载能力和锚固性能均优于传统的拉力型锚索。另外,压力分散型锚索还具有可回收性,很好地解决城市中锚索超越“红线”施工的问题,在城市深基坑加固工程中必将得到广泛应用。 相似文献
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张拉工艺对压力分散型锚索 荷载不均匀系数的影响 总被引:3,自引:1,他引:2
压力分散型锚索锚固段受力均匀并有可靠的防腐蚀系统,特别是在软弱破碎地层中可以提供高于拉力型锚索数倍的承载力,近年来在国内岩土加固工程中逐步得到应用。由于压力分散型锚索各承载体单元长度的差异,容易导致锚索各承载体单元荷载的差异,对锚索的加固效果产生不利影响。通过对压力分散型锚索荷载不均匀系数的探讨,分析不同张拉工艺时压力分散型锚索的荷载不均匀系数,探讨消除和减小锚索荷载不均匀系数的对策,提出工程加固中合理选用压力分散型锚索的建议。针对不同工程条件通过对锚索张拉工艺的调整,可以大大降低锚索的荷载不均匀系数,说明压力分散型锚索不仅适用于临时工程,也可以满足永久性工程需要。 相似文献
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In this study, we use the upper-bound method to develop a collapse failure mechanism of the roof surrounding rock of semicircle arched roadway, with a consideration of the water pressure in the stratum and the support from anchor cables. We consider a cavern with a semi-circular roof and straight walls in a water-rich stratum as a case study. A design method is presented for the required length of and the pre-tightening force of anchor cables on the cavern roof, based on the Hoek–Brown criterion. We analyse the effects of factors such as the cavern width, the pore-water pressure coefficient and the specific weight and the compressive and tensile strengths of the rock mass using established sensitivity indexes for the factors that affect the design parameters of anchor cables. We provide recommendations for controlling the surrounding rock in practical engineering applications for actual scenarios. The design method is used to determine the parameters of anchor cables for the roof of a primary drainage pump station in a mine. The designed anchor cables are used to effectively control the deformation of the surrounding rock. The results show that at the early stage of the excavation of a cavern, the collapse of the surrounding rock of the roof can only be effectively controlled using anchor cables with lengths that meet the design requirements and to which a sufficient pre-tightening force has been applied. In addition, the required length of anchor cables increases with the cavern width, the pore-water pressure coefficient and the specific weight of the rock mass and decreases as the compressive strength of the rock mass increases. The cavern width has the highest sensitivity among the influence factors for the length of anchor cable. Furthermore, the required pre-tightening force for anchor cable for the roof decreases as the tensile and compressive strengths of the rock mass increase and increases with the pore-water pressure coefficient, the cavern width and the specific weight of the surrounding rock. The cavern width also has the highest sensitivity among the influence factors for the pre-tightening force. Finally, the cavern shape and width should be carefully selected for the design and construction of a cavern with weak surrounding rock in a water-rich stratum. The intactness of the surrounding rock should be improved by using high-strength and high-toughness anchored supporting components, applying a high pre-tightening force to the anchored supporting components and using grouting reinforcement to mitigate the effect of water. In this way, relatively good control of the surrounding rock can be realised. 相似文献