Prestressed anchor cable technology as one of the most effective reinforcement technology has been widely used in railway, highway, water conservancy and hydropower, industrial and civil construction projects. Because of the influence of geological factors and technical factors in practical engineering construction of anchor cable and hole inclination and prone to bending problems, especially in the big tonnage-long hole deep anchor drilling the problem is particularly prominent. To obtain the force characteristic of anchor cable channel bending case, carried out under the condition of channel bend of the full-scale model test indoor, with a certain strength of concrete to simulate rock mass, and embed have certain radian of anchor cable components, through classifying tensioning prestressed anchor rope to measure under the condition of bending stress in the process of hole anchor rope around shear stress, axial stress and earth pressure strength. Test results show that in the case of bend channel, inner side and outside of the cable anchorage segment of shear stress distribution is not exactly same and the anchoring bend the inside of the shear stress is larger than the lateral shear stress values when tension load at the same level; axial force along the anchor length direction from large to small, until to 0; soil pressure outside the grouting body on both sides of the same change rule in addition to the compression of the medial, lateral tension.

随着预应力锚索设计长度的增大,由于地质因素及施工技术的因素造成锚索孔道偏离设计的直线状态,形成具有一定曲率的曲线状态.为探讨拉力型预应力锚索锚固段弯曲条件下剪应力的分布,采用二维弹性理论方法,推导出了解析计算公式,得到锚索锚固段弯曲平面上的最内侧和最外侧的两条曲线上的剪应力分布情况.通过实例计算发现,与锚索孔道直线情况下剪应力分布相比,锚固段弯曲条件下内曲线的剪应力最大值比孔道直线状态时约增大2倍,外曲线的剪应力约为孔道直线状态时的50％,并且在外曲线上出现了约10 cm长度的反方向剪应力.可见,由于孔道弯曲造成了锚固段剪应力分布的不均匀,更易造成锚索内部结构的破坏.

This project actually show that there is certain bent,in the process of making prestressed cable hole,while most analysis on the shear stress around the anchoring segment depicts anchoring segment as straight,and therefore can not reflect the actual situation by force. Based on the half-plane elasticity theory,combining mathematical calculation,anchoring segment contains the bending radius force,inclu-ding the model,was established. Using elastic theory formulas of the lengh of anchoring section at ben-ding shear stress on the anchorage section was deduced and numerical examples were given in the next section of the curved anchoring case and the shear stress distribution on the inner and outer sides of the curve were given. This distribution is more reasonable compared with linear circumstances under shear stress distribution.

Considered as a whole,the pile-soil composite was simplified as a thick and continuous plate. Then the displacement and internal force continuity of the pile body on the sliding plane was kept with the sliding surface above as an elastic plate,below as a rigid plate. Finally,the equivalent stiffness principle and sliding surface displacement equivalence principle were used to get the stiffness of the pile-soil composite ensuring the continuity of reaction soil,thus making the results more consistent with practical micropile stress. With the calculation parameters of the plate as those of the rock-soil body,the deformation displacement and internal force of the pile body was calculated. The displacement and internal force diagram of the pile-soil composite was obtained by example,which shows the same variation trend with the above said deformation diagram derived by numerical method and Cantilever pile method,with a relatively greater deformation displacement and internal force providing a safety stock capacity for pile-soil damage.

The criterion of the rock slope failure was mathematically inferred and achieved by researching the geomechanical model of the rock slope,giving an overall consideration of the rainfall,strain softening,water weakening and other factors,finding the constitutive relationship of the rock slope's soft interlayer dieletric,establishing the cusp catastrophe model from the perspective of the energy system,etc.Calculations show the side slope is instable when the slope stability factor Kc is 0. 989 and less than 1,by using the rigid limit equilibrium method,and the side slope is stable when the slope's system control variables a is 0. 078,greater than 0,by using the cusp catastrophe theory. The result is the same with the reality. Therefore this paper's the criterion to decide the rock slope's stability index under the condition of heavy rainfall in is correct and better than the rigid limit equilibrium method.