| Introduction of the Author:He Xiao-ning, was born at December1977. Under the guidance of Prof. Huang Run-qiu and Prof. Pei Xiang-jun. He was graduated from Chengdu University of Technology and obtained Master’s degree in engineering at December2011.Geology of Left side slope of Jin-Ping Hydropower Station is complex and diverse, and Unloading deep drawing crack develops dense. The horizontal depth of strong unloading zone away from slope table is generally from70-100meters, while the weak of it is up to200meters. it is very common that width of cranny in Strong unloading is within3cm. even some individuals are above1.1meters or more, which makes it harder to treat the side slope.On the basis of slope geological conditions of left atomization zone, the paper focuses on not only the action principle and their mutual difference among the tension-centralization-type anchor cable pressure-dispersion-type anchor cable, non--splice pressure-dispersion-type anchor cable, and rock mass but also the mechanism and difference of double anchor by use of theoretical analysis and numerical simulation. According to the research results, aiming at the geological conditions of the slope atomization zone, simulates unloading spring back deformation, excavation site and size of spring back deformation when excavated under the high crustal stress in the atomization zone and also gives Correspondingly discussion and analysis of deformation regulation of prestressed anchor cable Under the role of supporting system, finally, by calculating and analyzing the conditions of natural heavy-rain and earthquake aims to test the effect of slope management of pressure-dispersion-type anchor cable under the support system. Research results are as follows:Axial coverage of tension-centralization-type anchor cable is around3.5m, the spreading range of stress is2.0m, And stress reduces quickly, maximum of pressure-dispersion-type anchor cable reduces clearly, stress In axial is beans distribution, axial length is as much as its anchoring segment, transverse radius is only about1.5m or so.2. Ppressure stress of Dispersed-type anchor mainly concentrated on its grouting body, and maximum tensile stress is5.0times as much as that of pressure-dispersion-type anchor cable, transferred distance of axial tensile stress is as far as that of tension-dispersion-type, but it is smaller influenced on transverse radius.3. whether spacing or array pitch is5.0m in all kind of anchor cable. and it is no oblivious of inter-stress-superposition to rock mass,but on the whole, the largest is tension-centralization-type anchor cable, then the tension-dispersion-type and pressure-dispersion-type anchor is the smallest.After excavation, slope body also can produce larger unloading rebound deformation, which is14cm above average during long--time of release process of elastic potential energy stored in its project. At the every beginning, Rock crack shows contraction distortion in the free section of anchor cable; unloading rock rebound deformation will be continued anchor segments and anchoring outside action range。After a long-time stress adjustment evenly, the rock mass in the length of anchor cable is showed a certain unloading rebound deformation. the whole of Slope deformation is in about5cm, the maximum deformation is about8cm, matching with the on-site monitoring.In addition, prestressed supporting system can be designed into suitable ones according to the quantity grade of rock mass of slope,which has no any essential difference. lattice beam supporting system can not be designed but only to design cable anchor pier support when Table rock mass slope is good quality; both of them should be designed while it is in a poor condition. It can be concluded that this support system is safe and reliable and slope treatment is stable according to the above results. |
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