裂隙岩体可灌性及灌浆数值模拟研究
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摘要
本文以服务于我国水工结构及岩土工程建设为目标,就目前裂隙岩体可灌性及随机裂隙岩体灌浆数值模型研究中的若干热点和难点问题开展了较为深入的研究,主要内容及取得的相应研究成果如下:
(1)把浆液分为水泥类浆液和化学类浆液,归纳研究了水泥的流变特性及其影响因素,初步分析了某些化学浆液的力学行为和流变特性。发现水泥类浆液在某一时间以前其粘度和剪切强度几乎保持稳定,此后随着凝结时间的到来,其粘度和剪切将度快速增长,据此总结了水泥类浆液的流变模型。
(2)明确定义了可灌性,认为可灌性不单指浆液能否渗入被灌介质的特性,也包括浆液在介质内的渗透能力。综述了国内外关于可灌性和灌浆准则的研究成果,在他人研究工作的基础上,结合笔者对可灌性的定义推荐了灌浆准则。
(3)马国彦只给出了含水层为层状结构,且其中的裂隙为直立的特殊情况下的交叉孔压水试验的理论解。本文在此基础上推导出了一般裂隙岩体的交叉孔压水试验的理论解。
(4)把压密灌浆工程中浆液在土体或松散岩体内形成的浆泡的扩张看作是各向同性弹塑性介质中的球(柱)孔的扩张。根据他人已有的关于材料应变软化模型的球(柱)形孔扩张问题的解,建立了压密灌浆中的浆泡扩张模型。在该模型下分析了浆泡分别作球、柱形扩张时的应力场和位移场,求得了浆泡扩张导致周围介质产生的最大塑性区半径和最大浆泡扩张压力。
(5)参考二维平行板间不可压缩粘性流体的运动方程,分析推导了宾汉姆浆液在等宽光滑倾斜裂隙中的流动方程。结合平面随机裂隙岩体网络模型和空间裂隙网络模型,建立了平面随机裂隙岩体灌浆数值模型和空间裂隙岩体灌浆数值模型。研发了相应的岩体灌浆数值模拟计算分析程序,研究了浆液在岩体裂隙内的流动规律。通过建立的模型,研究发现岩体裂隙随机分布、相互交叉的网络特征,影响着浆液渗透特性。若不考虑裂隙扩展延伸,浆液总是沿着相互连接并与灌浆孔相连的裂隙流动。可见不能用通常的灌浆半径来反映复杂裂隙岩体中浆液的渗透范围。
(6)在对典型宾汉姆浆液和粘时变浆液做算例后分析发现,裂隙岩体灌浆中,节点压力和流量与灌浆时间都呈幂函数关系,并分别建立了经验关系式。随着灌浆的发展,节点压力越来越大,最后趋于稳定。若浆液粘度较小时,流量随时间增大,最后逐渐趋于稳定;若浆液粘度较大,特别对于粘度随时间增大的粘时变浆液来说,此时流量随时间降低。
(7)建立了考虑裂隙变形效应的浆液在裂隙面内的非稳定渗透有限元模型,就该模型开发了相应的有限元程序。对拱坝接缝灌浆进行了数值模拟研究,分析了缝面压力分布特征。对某水库的廊道裂缝进行了灌浆数值模拟研究。
Toward the goal of the construction of hydraulic and geo-technical engineering of our country, the dissertation puts comparatively deep research on some difficult and hot points, of which in studying permeability, groutability and numerical simulation of grouting in random fractured rock masses. The following is the main research contents and the results in this dissertation.(1) The grouts rheological model is totally analyzed in this dissertation. The grouts are classified as cement-based coarse grouts and chemical-based fine grouts. Rheological characteristics and its influence factors are studied. Furthermore, some mechanics behavior and rheological characteristics of chemical-based grouts are preliminarily analyzed. It is found that the viscosity and shear strength of the cement-based coarse grouts keep nearly unchanged before some time. Subsequently, the viscosity and shear strength keep rapidly increased. Based on above observations, a rheological model for the cement-based grouts is put forward.(2) The specific definition of groutability is put forward. It is considered groutability includes not only the characteristic whether grouts can penetrate into soil, but the permeability of grouts in soil. It is commented on the domestic and international research on groutability and grouting criteria. Based on the others research, and combination with the groutability definition of the author of this dissertation, a grouting criteria is recommended.(3) The theoretical solution about cross-hole packer test, of which the aquifer is lamellar structure and the fractures are vertical, is put forward in the third bibliography. On the basis of the above solution, the theoretical solution about cross-hole packer test is gained in common fractured rock mass in this dissertation.(4) The expansion of grout bulb formed in soil medium is regarded as that of the spherical or columnar hole. According to the former solution of spherical or columnar hole about material strain-softening model, the model for grout bulb expansion is formed in compaction grouting. The fields of stress and displacement are got by the model when the spherical or columnar shape expansion of grout bulb. At last, the maximum radius of plastic area and the maximum expansion pressure of grout bulb are received in soil medium around borehole.(5) In accordance with the Navier-Stokes equation between planar plates, the equation of motion of the Binghamian grouts is deduced in smooth and inclined fissures. Combination with the planar and spatial network model for fissured rock masses, the respective grouting numerical model for fissured rock masses is put forward. Furthermore, the corresponding programs are compiled. Based on the programs, the flow behaviors of the grouts in fractured
rock masses are researched. It is verified that the grouting radius can't be used in fractured rock masses.(6) After making some computations about the flow behaviors of the typical Binghamian grouts and time-varying grouts, it is found that, in fissured rock masses grouting, the curve of the nodal pressure versus the grouting time is exponential function. Based on above discovery, the experiential equation is founded. In addition, it is found that the nodal pressures keep increased and stable in the end with the development of grouting time, when the viscosity of the grouts is small, then the absorption keeps increased and stable at last with the grouting time; when the viscosity is big, especially the grouts is time-varying, then the absorption keep decreased.(7) An unsteady seepage FEM model for grouts is built. The deformation of crack face acted by grouting pressure is considered in the model. Based on the model, a FEM procedure is developed. Furthermore, joint grouting in arch dams is simulated, and the characteristics of pressure distribution on crack faces are researched. Grouting in a crack above a checking gallery of a dam is numerically simulated.
(1)把浆液分为水泥类浆液和化学类浆液,归纳研究了水泥的流变特性及其影响因素,初步分析了某些化学浆液的力学行为和流变特性。发现水泥类浆液在某一时间以前其粘度和剪切强度几乎保持稳定,此后随着凝结时间的到来,其粘度和剪切将度快速增长,据此总结了水泥类浆液的流变模型。
(2)明确定义了可灌性,认为可灌性不单指浆液能否渗入被灌介质的特性,也包括浆液在介质内的渗透能力。综述了国内外关于可灌性和灌浆准则的研究成果,在他人研究工作的基础上,结合笔者对可灌性的定义推荐了灌浆准则。
(3)马国彦只给出了含水层为层状结构,且其中的裂隙为直立的特殊情况下的交叉孔压水试验的理论解。本文在此基础上推导出了一般裂隙岩体的交叉孔压水试验的理论解。
(4)把压密灌浆工程中浆液在土体或松散岩体内形成的浆泡的扩张看作是各向同性弹塑性介质中的球(柱)孔的扩张。根据他人已有的关于材料应变软化模型的球(柱)形孔扩张问题的解,建立了压密灌浆中的浆泡扩张模型。在该模型下分析了浆泡分别作球、柱形扩张时的应力场和位移场,求得了浆泡扩张导致周围介质产生的最大塑性区半径和最大浆泡扩张压力。
(5)参考二维平行板间不可压缩粘性流体的运动方程,分析推导了宾汉姆浆液在等宽光滑倾斜裂隙中的流动方程。结合平面随机裂隙岩体网络模型和空间裂隙网络模型,建立了平面随机裂隙岩体灌浆数值模型和空间裂隙岩体灌浆数值模型。研发了相应的岩体灌浆数值模拟计算分析程序,研究了浆液在岩体裂隙内的流动规律。通过建立的模型,研究发现岩体裂隙随机分布、相互交叉的网络特征,影响着浆液渗透特性。若不考虑裂隙扩展延伸,浆液总是沿着相互连接并与灌浆孔相连的裂隙流动。可见不能用通常的灌浆半径来反映复杂裂隙岩体中浆液的渗透范围。
(6)在对典型宾汉姆浆液和粘时变浆液做算例后分析发现,裂隙岩体灌浆中,节点压力和流量与灌浆时间都呈幂函数关系,并分别建立了经验关系式。随着灌浆的发展,节点压力越来越大,最后趋于稳定。若浆液粘度较小时,流量随时间增大,最后逐渐趋于稳定;若浆液粘度较大,特别对于粘度随时间增大的粘时变浆液来说,此时流量随时间降低。
(7)建立了考虑裂隙变形效应的浆液在裂隙面内的非稳定渗透有限元模型,就该模型开发了相应的有限元程序。对拱坝接缝灌浆进行了数值模拟研究,分析了缝面压力分布特征。对某水库的廊道裂缝进行了灌浆数值模拟研究。
Toward the goal of the construction of hydraulic and geo-technical engineering of our country, the dissertation puts comparatively deep research on some difficult and hot points, of which in studying permeability, groutability and numerical simulation of grouting in random fractured rock masses. The following is the main research contents and the results in this dissertation.(1) The grouts rheological model is totally analyzed in this dissertation. The grouts are classified as cement-based coarse grouts and chemical-based fine grouts. Rheological characteristics and its influence factors are studied. Furthermore, some mechanics behavior and rheological characteristics of chemical-based grouts are preliminarily analyzed. It is found that the viscosity and shear strength of the cement-based coarse grouts keep nearly unchanged before some time. Subsequently, the viscosity and shear strength keep rapidly increased. Based on above observations, a rheological model for the cement-based grouts is put forward.(2) The specific definition of groutability is put forward. It is considered groutability includes not only the characteristic whether grouts can penetrate into soil, but the permeability of grouts in soil. It is commented on the domestic and international research on groutability and grouting criteria. Based on the others research, and combination with the groutability definition of the author of this dissertation, a grouting criteria is recommended.(3) The theoretical solution about cross-hole packer test, of which the aquifer is lamellar structure and the fractures are vertical, is put forward in the third bibliography. On the basis of the above solution, the theoretical solution about cross-hole packer test is gained in common fractured rock mass in this dissertation.(4) The expansion of grout bulb formed in soil medium is regarded as that of the spherical or columnar hole. According to the former solution of spherical or columnar hole about material strain-softening model, the model for grout bulb expansion is formed in compaction grouting. The fields of stress and displacement are got by the model when the spherical or columnar shape expansion of grout bulb. At last, the maximum radius of plastic area and the maximum expansion pressure of grout bulb are received in soil medium around borehole.(5) In accordance with the Navier-Stokes equation between planar plates, the equation of motion of the Binghamian grouts is deduced in smooth and inclined fissures. Combination with the planar and spatial network model for fissured rock masses, the respective grouting numerical model for fissured rock masses is put forward. Furthermore, the corresponding programs are compiled. Based on the programs, the flow behaviors of the grouts in fractured
rock masses are researched. It is verified that the grouting radius can't be used in fractured rock masses.(6) After making some computations about the flow behaviors of the typical Binghamian grouts and time-varying grouts, it is found that, in fissured rock masses grouting, the curve of the nodal pressure versus the grouting time is exponential function. Based on above discovery, the experiential equation is founded. In addition, it is found that the nodal pressures keep increased and stable in the end with the development of grouting time, when the viscosity of the grouts is small, then the absorption keeps increased and stable at last with the grouting time; when the viscosity is big, especially the grouts is time-varying, then the absorption keep decreased.(7) An unsteady seepage FEM model for grouts is built. The deformation of crack face acted by grouting pressure is considered in the model. Based on the model, a FEM procedure is developed. Furthermore, joint grouting in arch dams is simulated, and the characteristics of pressure distribution on crack faces are researched. Grouting in a crack above a checking gallery of a dam is numerically simulated.
引文
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