张拉型硬岩节理三维形貌表征及其灌浆前后抗剪强度特性试验研究

发布时间：2018-04-21 03:07

  本文选题：节理 + 灌浆　； 参考：《武汉大学》2015年博士论文

【摘要】：天然岩体是完整岩石被节理、裂隙等结构面切割而成的不连续地质体,结构面的存在大大弱化了岩体力学特性。在大型水利水电工程中,张拉型硬岩节理是普遍遇到的一种结构面,该类节理主要出现在坚硬岩体中,由地质构造运动、张拉倾倒变形以及开挖卸荷等作用产生。张拉型硬岩节理抗剪强度低,对硬岩的削弱作用非常明显,由此导致的岩体结构稳定性问题异常突出。本文以张拉型硬岩节理为主要研究对象,通过室内试验和理论分析相结合的研究方法,对节理三维形貌表征方法以及张拉型硬岩节理灌浆前后的抗剪强度特性开展了系统研究。本文主要研究内容及成果如下：(1)节理三维形貌表征方法研究通过劈裂法制备张拉型节理试件,借助三维激光扫描仪研究节理三维形貌特性,在此基础上将统计方法和分形理论相结合,建立了新的三维粗糙度指标。新指标具有物理意义明确,能够较好地表征节理三维形貌特征,指标参数在一定范围内独立于形貌测量尺度的优点。此外,新指标综合考虑了不同尺度的粗糙特征,并且在一定范围内能够放宽对测量尺度的要求,便于推广应用。(2)张拉型硬岩节理剪切强度特性试验研究以张拉型硬岩节理为研究对象,通过直剪试验对其抗剪强度特性、剪胀特性、破坏机理,以及重复剪切过程中抗剪强度及节理形貌的演化规律进行研究。研究成果表明,张拉型硬岩节理抗剪强度高,但峰后抗剪强度出现迅速跌落的现象；张拉型硬岩节理剪胀效应明显,剪胀量大；张拉型硬岩节理的剪切磨损主要发生在局部起伏角较大区域；重复剪切情况下节理峰值抗剪强度呈指数衰减,节理形貌磨损增加。(3)张拉型硬岩节理峰值抗剪强度模型研究对试验结果总结和分析的基础上,基于新的三维粗糙度指标建立了张拉型硬岩节理峰值抗剪强度模型,并通过试验结果验证了新模型的合理性。新模型物理意义明确,运用方便,能够反映节理峰值抗剪强度的各向异性,并且在一定范围内放宽形貌测量尺度的情况下,新模型计算得到的峰值抗剪强度仍具有较高精度。(4)灌浆张拉型硬岩节理剪切强度特性试验研究制备灌浆张拉型硬岩节理,通过直剪试验研究灌浆张拉型硬岩节理的抗剪强度特性、剪胀特性、剪切破坏机理,以及灌浆加固节理的力学作用机制。研究成果表明,灌浆使得节理抗剪强度提高,但峰后抗剪强度出现直线跌落现象,残余抗剪强度低；大部分灌浆节理剪切过程具有明显剪胀效应,但剪胀量较小；灌浆张拉型硬岩节理以沿节理岩壁-水泥浆结石胶结面发生破坏为主,但在充填度较小且法向压力较高时,可能沿水泥浆结石层发生剪碎破坏；就灌浆加固节理的力学机制而言,灌浆一方面增加了节理粘结强度,另一方面却弱化了节理接触条件。(5)灌浆张拉型硬岩节理峰值抗剪强度模型研究对试验结果总结和分析的基础上,基于张拉型硬岩节理峰值抗剪强度模型,建立了灌浆张拉型硬岩节理峰值抗剪强度模型,并以试验结果验证了模型的合理性。新模型物理意义明确,运用方便,能够反映灌浆节理峰值抗剪强度的各向异性,并且反映了灌浆节理胶结面粘结强度、水泥浆充填度以及节理岩壁-水泥浆结石强度比对灌浆节理峰值抗剪强度的影响规律。(6)灌浆张拉型硬岩节理长期剪切力学特性研究制备灌浆张拉型硬岩节理,通过剪切蠕变试验对灌浆节理剪切蠕变特性和长期抗剪强度进行研究,并在过渡蠕变法基础上建立了确定节理长期抗剪强度的改进过渡蠕变法。研究成果表明,灌浆节理具有明显蠕变特性,剪应力较小时蠕变仅出现衰减阶段,剪应力较大时同时出现衰减蠕变和等速蠕变阶段,但蠕变过程并未出现加速破坏阶段；改进的过渡蠕变法确定的灌浆节理长期抗剪强度与规范推荐的方法较为接近,但新方法同时具备无需对蠕变曲线进行叠加以及无需人为确定蠕变曲线转折点的优点；在本文试验条件下,灌浆张拉型大理岩节理长期抗剪强度约为峰值抗剪强度的50%。
[Abstract]:The natural rock mass is a discontinuous geological body that has been cut from the whole rock by joints, cracks and other structures. The existence of the structural plane greatly weakened the mechanical properties of the rock mass. In large water conservancy and hydropower projects, the tensioned hard rock joints are generally encountered in a structural plane. This kind of joints mainly occurs in hard rock, which is composed of geological structures and tensioning. The effect of the toppling deformation and excavation unloading. The shear strength of the tensioned hard rock joints is low, the weakening of the hard rock is very obvious, and the problem of the stability of the rock structure is very prominent. This paper takes the tensile type hard rock joints as the main research object, and the joint study method combining indoor test and theoretical analysis to the joint three. The main research contents and achievements in this paper are as follows: (1) study on the characterization method of the three dimensional morphology of joints: the study on the preparation of the tensile joints by splitting method and the study of the three-dimensional morphology characteristics of the joints with the aid of a three-dimensional laser scavenger. Combining the statistical method with the fractal theory, a new index of three-dimensional roughness is established. The new index has a clear physical meaning, which can better characterize the three dimensional morphology characteristics of the joints, and the index parameters are independent of the measurement scale in a certain range. In addition, the new index synthesis takes into account the rough features of different scales and is in the first place. The requirements for the measurement scale can be relaxed in the fixed range. (2) the shear strength characteristics of tensioned hard rock joints are studied by the tensile test of hard rock joints. The shear strength characteristics, dilatancy characteristics, failure mechanism, and the shear strength and joint morphology during the heavy shear process are studied by the direct shear test. The research results show that the shear strength of the tensioned hard rock joints is high, but the shear strength after the peak is rapidly falling; the shear dilatancy effect of the tensile type hard rock joints is obvious, the shear dilatancy is large, and the shear wear of the tensile type hard rock joints mainly occurs in the larger region of the local undulation angle, and the peak shear resistance under repeated shear conditions is resistant to shear. The strength is exponentially attenuated and the wear morphology wear increases. (3) the model of the peak shear strength of the tensioned hard rock joints is based on the conclusion and analysis of the experimental results. Based on the new three-dimensional roughness index, the peak shear strength model of the tensioned hard rock joints is established, and the rationality of the new model is verified by the test results. The new model physics is verified. It is of clear meaning and convenient to use. It can reflect the anisotropy of the peak shear strength of the joint, and the peak shear strength calculated by the new model still has high precision under the condition that the measurement scale of the new model is relaxed in a certain range. (4) the tensile tensile type hard rock joints are prepared by the experimental study of the shear strength characteristics of the grout tensile type hard rock joints. The shear strength characteristics, dilatancy characteristics, shear failure mechanism, and mechanical mechanism of jointed joints strengthened by grouting are studied through direct shear test. The results show that the shear strength of the joints is improved by grouting, but the shear strength of the joints is straight down, the residual shear strength is low, and most of the grouting joints are used. The shear process has obvious dilatancy effect, but the shear expansion is smaller, and the grouting tensile type hard rock joints are mainly damaged along the jointed rock wall cement paste cementation surface, but when the filling degree is small and the normal pressure is high, the shear failure may occur along the cement slurry stone layer. The joint bond strength is increased, and the joint conditions are weakened on the other hand. (5) on the basis of the study of the peak shear strength model of the tensile tensile type hard rock joints, based on the peak shear strength model of the tensile type hard rock joints, the peak shear strength model of the grouting tensile type hard rock joints is established, and the test is tested. The results verify the rationality of the model. The new model has a clear physical meaning and is convenient to use. It can reflect the anisotropy of the peak shear strength of the grouting joint. It also reflects the influence of the bonding strength of the cementing joint surface, the filling degree of the cement slurry and the strength of the joint rock wall to the peak shear strength of the grouting joint. (6) irrigation. Study on the long-term shear mechanical properties of tensile type hard rock joints, the grouting tensile type hard rock joints were prepared. The shear creep properties and long term shear strength of the grouting joints were studied by shear creep test, and a modified transitional creep method was established to determine the long-term shear strength of joints on the basis of transition creep method. The joints have obvious creep characteristics, and the shear stress only appears in the attenuating stage when the creep is small, while the attenuating creep and isokinetic creep stage occur at the same time when the shear stress is large, but the creep process does not appear in the stage of accelerated failure; the improved transitional creep deformation method is close to the method recommended by the standard, but the new formula is new. The method has the advantages of no need to superimpose the creep curve and no human determination of the turning point of the creep curve. Under the test conditions, the long term shear strength of the marble joint with the grouting tensile type is about 50%. of the peak shear strength.

【学位授予单位】：武汉大学
【学位级别】：博士
【学位授予年份】：2015
【分类号】：TU45

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