富水孔隙砂岩含水层扰动过程的水动力学特征
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摘要
中生界富水孔隙砂岩在我国西部矿区分布较普遍，立井施工和井下采掘揭露此类含水层时往往水害严重，水害治理不但大幅增加工程费用，而且也会严重延误工期、影响生产，成为普通法建井领域关键技术难题。针对立井建设中的水害防治难题，本文通过理论分析、试验研究、数值建模计算等方法对立井开挖过程富水砂岩含水层的水动力特征进行了综合研究，取得了如下成果：
基于洛河组砂岩孔隙性和渗透性特点，采用大尺度弱胶结砂岩物理模型进行了地下水和化学浆液两种粘滞性差异较大液体的对比性渗透试验，研究了天然状态下不同粘度流体的渗流特征。根据一次场电位和激励电流的响应规律，获得了试验条件下的水位上升高度和渗流速度；根据自然电位的响应规律得出随着注水的进行模型非饱和厚度与自然电位呈负线性关系。利用测点处自然电位下降和激励电流跃升可以反映化学浆液的渗流到达，通过视电阻率的变化判断出化学浆液渗流充填效果。相同情况下，浆液渗流速度和扩散半径随渗透系数增大近似呈平方根关系增加。
根据伺服渗透试验所反映的全应力-应变过程砂岩的渗透性演化特点及其与应力、应变的耦合特点，探讨了孔隙砂岩的力学性状与抗渗能力的关联性，总结提出了临界抗渗强度与峰值应力比值的量化关系式。在此基础上，基于Kozeny-Carman方程和多孔介质质量守恒方程，对砂岩损伤过程中孔隙渗流阶段的渗透系数与体积应变的关系进行了解析分析；发现岩石进入塑性变形阶段以后，以裂隙渗流为主，应采用双孔隙度/双渗透率模型来反映渗透性与体积应变之间的关系。
物理模拟试验和数值建模分析揭示了立井开挖过程孔隙砂岩含水层的水动力场响应规律：单一渗流条件下，随着开挖深度的增加，等水压面经历了水平面"“倒锥形”"“倒圆台形”降落漏斗的发展演变过程；获得了水压降随开挖深度和距井中心距离增加而变化的规律；发现开挖过程中出现水平、竖直和三维渗流分区现象；研究了不同开挖深度时涌水量的变化规律，并探讨了涌水量与渗透系数、开挖半径、井底水压降、含水层厚度、模型长度等因素之间的关系。采用变渗透系数法对立井开挖过程中渗流场—应变场进行了流固耦合分析，获得了立井周边围岩渗透性变化特征；对比分析了考虑与不考虑流固耦合作用下不同开挖深度时含水层水压力分布和立井涌水量变化规律。
基于数值计算结果，通过多元非线性拟合分析，建立了考虑流固耦合作用下不同开挖深度时立井涌水量计算公式，利用该公式对文家坡矿主、副及风井涌水量进行了计算，结果表明预计值和实际涌水量较为符合，比承压-无压公式预计值更接近实际。
Water hazards usually are serious when vertical shaft construction and underground miningreveal mesozoic porous and water-enriched sandstone which widely distributed in westernmining area in China. Water hazards management becomes a key technical challenges becausethe hazards increase project costs, delay the construction period and affect production. Aimed atthe prevention and control of water hazards challenges in vertical shaft construction, by theoryanalysis, experimental in the lab, numerical modeling calculation, this thesis deeply studies thehydrodynamic characteristics of porous and water-enriched sandstone aquifer during disturbedprocess. The following results are obtained.
This thesis are studied the seepage characteristics of different viscosity fluid (groundwaterand chemical grout) under the natural state using the method of natural electric field and artificialelectric field combining by water injection and the grouting test of weakly consolidatedsandstone model. The water level rise height and flow velocity under the condition of the test areattained according to primary field potential and exciting current. The natural potential lineardecrease with increase of model unsaturated thickness as the water injection according to theresponse of natural potential. The natural potential began to fall and exciting current jumpindicates that the chemical grout seepage reach monitoring point, chemical grout filling effect isjudged by changes in apparent resistivity. The average diffusion speed and radius increasedapproximately by the square root with the permeability coefficient in different permeabilitymedia under the same conditions.
The correlativity of mechanical properties and anti-permeability of porous sandstone isdiscussesed, the expression of ratio of critical anti-permeability strength and peak strength isproposed, based on characteristics of permeability evolution and its coupling with stress andstrain before peak pressure during complete stress-strain path. The relational expression ofpermeability coefficient and the volume strain in pore seepage phase in damage process isestablished on the basis of Kozeny-Carman formula and mass conservation equation of porousmedia. The relationship between permeability coefficient and the volume strain is described bydouble porosity/dual permeability model in the plastic deformation stage which fracture seepageis mainly.
Hydrodynamic field response law of porous sandstone aquifer during vertical shaftexcavation by physical simulation experiment and numerical modeling analysis is that thehydraulic pressure isobaric surface is a horizontal plane in the beginning, afterwards, becomes toreverse cone-shape and reverse truncated-cone with the increase of excavation depth under single seepage conditions. The law of hydraulic pressure drop changes with excavation depth anddistance from the center of the well is obtained. There is a phenomenon that the aquifer havehorizontal, vertical and three dimensional seepage area in excavation. The change rule of waterinflow, and the relationship between water inflow and permeability coefficient, excavation radius,hydraulic pressure drop in vertical shaft bottom, thickness of the aquifer, model length arein-depth researched. The fluid-mechanical interaction module in FLAC3D with changeablepermeability coefficient is adopted to simulate the seepage field-strain field of sandstone aquiferin vertical shaft excavation, and variation characteristics of permeability of surrounding rock isgained. Hydraulic pressure distribution in aquifer and vertical shaft water inflow change ruleunder considering and not considering fluid-mechanical coupling effect at different excavationdepth are comparative studied.
The calculate formula of vertical shaft water inflow is established by multivariate nonlinearfitting analysis based on the results of numerical calculation. The water inflow expected value ofmain shaft, auxiliary shaft and air shaft of Wen jiapo coalmine using the established formula ismore in line with and closer to the the the actual value compared with the calculated value byunder pressure-without the pressure formula.
基于洛河组砂岩孔隙性和渗透性特点，采用大尺度弱胶结砂岩物理模型进行了地下水和化学浆液两种粘滞性差异较大液体的对比性渗透试验，研究了天然状态下不同粘度流体的渗流特征。根据一次场电位和激励电流的响应规律，获得了试验条件下的水位上升高度和渗流速度；根据自然电位的响应规律得出随着注水的进行模型非饱和厚度与自然电位呈负线性关系。利用测点处自然电位下降和激励电流跃升可以反映化学浆液的渗流到达，通过视电阻率的变化判断出化学浆液渗流充填效果。相同情况下，浆液渗流速度和扩散半径随渗透系数增大近似呈平方根关系增加。
根据伺服渗透试验所反映的全应力-应变过程砂岩的渗透性演化特点及其与应力、应变的耦合特点，探讨了孔隙砂岩的力学性状与抗渗能力的关联性，总结提出了临界抗渗强度与峰值应力比值的量化关系式。在此基础上，基于Kozeny-Carman方程和多孔介质质量守恒方程，对砂岩损伤过程中孔隙渗流阶段的渗透系数与体积应变的关系进行了解析分析；发现岩石进入塑性变形阶段以后，以裂隙渗流为主，应采用双孔隙度/双渗透率模型来反映渗透性与体积应变之间的关系。
物理模拟试验和数值建模分析揭示了立井开挖过程孔隙砂岩含水层的水动力场响应规律：单一渗流条件下，随着开挖深度的增加，等水压面经历了水平面"“倒锥形”"“倒圆台形”降落漏斗的发展演变过程；获得了水压降随开挖深度和距井中心距离增加而变化的规律；发现开挖过程中出现水平、竖直和三维渗流分区现象；研究了不同开挖深度时涌水量的变化规律，并探讨了涌水量与渗透系数、开挖半径、井底水压降、含水层厚度、模型长度等因素之间的关系。采用变渗透系数法对立井开挖过程中渗流场—应变场进行了流固耦合分析，获得了立井周边围岩渗透性变化特征；对比分析了考虑与不考虑流固耦合作用下不同开挖深度时含水层水压力分布和立井涌水量变化规律。
基于数值计算结果，通过多元非线性拟合分析，建立了考虑流固耦合作用下不同开挖深度时立井涌水量计算公式，利用该公式对文家坡矿主、副及风井涌水量进行了计算，结果表明预计值和实际涌水量较为符合，比承压-无压公式预计值更接近实际。
Water hazards usually are serious when vertical shaft construction and underground miningreveal mesozoic porous and water-enriched sandstone which widely distributed in westernmining area in China. Water hazards management becomes a key technical challenges becausethe hazards increase project costs, delay the construction period and affect production. Aimed atthe prevention and control of water hazards challenges in vertical shaft construction, by theoryanalysis, experimental in the lab, numerical modeling calculation, this thesis deeply studies thehydrodynamic characteristics of porous and water-enriched sandstone aquifer during disturbedprocess. The following results are obtained.
This thesis are studied the seepage characteristics of different viscosity fluid (groundwaterand chemical grout) under the natural state using the method of natural electric field and artificialelectric field combining by water injection and the grouting test of weakly consolidatedsandstone model. The water level rise height and flow velocity under the condition of the test areattained according to primary field potential and exciting current. The natural potential lineardecrease with increase of model unsaturated thickness as the water injection according to theresponse of natural potential. The natural potential began to fall and exciting current jumpindicates that the chemical grout seepage reach monitoring point, chemical grout filling effect isjudged by changes in apparent resistivity. The average diffusion speed and radius increasedapproximately by the square root with the permeability coefficient in different permeabilitymedia under the same conditions.
The correlativity of mechanical properties and anti-permeability of porous sandstone isdiscussesed, the expression of ratio of critical anti-permeability strength and peak strength isproposed, based on characteristics of permeability evolution and its coupling with stress andstrain before peak pressure during complete stress-strain path. The relational expression ofpermeability coefficient and the volume strain in pore seepage phase in damage process isestablished on the basis of Kozeny-Carman formula and mass conservation equation of porousmedia. The relationship between permeability coefficient and the volume strain is described bydouble porosity/dual permeability model in the plastic deformation stage which fracture seepageis mainly.
Hydrodynamic field response law of porous sandstone aquifer during vertical shaftexcavation by physical simulation experiment and numerical modeling analysis is that thehydraulic pressure isobaric surface is a horizontal plane in the beginning, afterwards, becomes toreverse cone-shape and reverse truncated-cone with the increase of excavation depth under single seepage conditions. The law of hydraulic pressure drop changes with excavation depth anddistance from the center of the well is obtained. There is a phenomenon that the aquifer havehorizontal, vertical and three dimensional seepage area in excavation. The change rule of waterinflow, and the relationship between water inflow and permeability coefficient, excavation radius,hydraulic pressure drop in vertical shaft bottom, thickness of the aquifer, model length arein-depth researched. The fluid-mechanical interaction module in FLAC3D with changeablepermeability coefficient is adopted to simulate the seepage field-strain field of sandstone aquiferin vertical shaft excavation, and variation characteristics of permeability of surrounding rock isgained. Hydraulic pressure distribution in aquifer and vertical shaft water inflow change ruleunder considering and not considering fluid-mechanical coupling effect at different excavationdepth are comparative studied.
The calculate formula of vertical shaft water inflow is established by multivariate nonlinearfitting analysis based on the results of numerical calculation. The water inflow expected value ofmain shaft, auxiliary shaft and air shaft of Wen jiapo coalmine using the established formula ismore in line with and closer to the the the actual value compared with the calculated value byunder pressure-without the pressure formula.
引文
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