太原城区段汾河蓄水工程对地下水渗流特征影响的研究
|
摘要
随着城市生态建设步伐的加快，一些城市纷纷对穿过城区的河道进行绿化整治。太原市政府为树立绿色生态城市的形象，曾进行了汾河公园一期美化工程建设，在河道内构筑了四座橡胶坝，形成三个蓄水池，蓄水池水位高出原汾河水位1～3m，在汾河两岸形成了绿草如茵、池水碧波荡漾的景观。现拟进行汾河公园二期美化工程，在一期工程的基础上，分别向北延伸2.4公里，向南延伸5.7公里。由于太原市区的地下水运动特点是地下水补给河水，河道蓄水以后，地下水渗流特征将被改变，可能使城区地下水位上升，从而造成土地盐碱化、沼泽化和建筑地基的浸没，产生严重的不良后果。
为了预测汾河蓄水后地下水渗流场的变化，对比分析蓄水池无防渗处理、有防渗处理、悬挂式防渗处理及蓄水池底部隔水底板稳定性等工况条件对蓄水池渗漏量、城区地下水位壅高值的影响，本文对不同条件下工程区的地下水渗流特征进行了
太原理工大学硕士研究生学位论文
数值模拟。
由于蓄水池蓄水后，在蓄水池与地下水之间形成了很大的
水头差，使得地下水的垂向流动不可忽略，所以本研究选择三
维流数学模型模拟地下水运动。在模拟计算中，本文采用水平
流阻滞物(1.IFB)模拟防渗墙，更客观地反映了防渗墙的阻水
特性。迭代计算采用预调共扼梯度法(PCGZ)，不仅考虑了水
头的收敛，而且还考虑单元流量的收敛，使计算结果更可信。
模型的识别与验证结果表明，所建立的数学模型是合理的，
工程区水文地质条件的概化、获得的参数组合符合实际情况。
应用此模型，分别对不同工况条件下，工程运行一年后的渗流
场特征、蓄水池渗漏量、水位奎高值进行了模拟计算。结果表
明:不做防渗墙时，蓄水池渗漏最为严重，且会造成城区较大
范围的浸没危害;悬挂式防渗处理防渗效果很差;封闭式防渗
处理能大幅度降低渗漏量、减小浸没影响范围，为被推荐的最
佳工程处理方案。
With the ecological construction developing, many cities have afforested riverway through the city proper. For setting green city image, The government of Taiyuan city has beautified the Fenghe park as the first stage project which had build four rubber dam in riverway forming three reservoir where water lever was 1-3m higher than that of before. Now, the second stage project is ready to stretch 2.4 km to the north and 5.7km to the south similar to the first stage project.
Usually, groundwater movement in the city proper recharges Fenhe River. Characteristics of groundwater seepage field will be changed after riverway is stored water, ground water lever in the city could rise, which will result in a series of environmental
problems, such as soil salt basification, swamping and immerging of city's building base.
To forecast the changes of groundwater seepage after construction of the second project, the author contrasted and analyzed the effects of no imperious wall disposal, imperious wall disposal, hanging-style imperious wall disposal and stability of the reservoir's bottom layer on the reservoir's seepage quantity and groundwater level of the city proper. The numerical model is established and used to simulate the groundwater seepage field in project area under different conditions.
After stored water in Fenhe River, great hydraulic gradient would be formed between reservoir and groundwater. It is not reasonable to ignore the vertical moving of groundwater. Therefore, three dimensional flow model is applied in the study to simulate groundwater movement. During calculating, the author adopted horizontal-flow barrier (HFB) to simulate the imperious wall, which made it more objective to reflect seepage characteristics. PCG2 iterative method, which takes into account convergence of both cell flux and water head, is used in the paper.
After calibrating and verifying the model, we can draw the conclusion that the mathematic model was correct, and the generalization of the hydrogeological conditions and the parameters are reasonable.
The author Apply this model to calculate the reservoir seepage field, seepage quantity and the increase of water lever under deferent conditions one year later the project running. The results indicated that it is most severe of reservoir seepage when there is no imperious wall, Also bringing large-scale immerging problems in the city; The function of hanging-style imperious wall is very poor; The closure-style imperious wall could notably reduce seepage quantity and substrata immerging incidence and it was recommended to be the most perfect design.
为了预测汾河蓄水后地下水渗流场的变化，对比分析蓄水池无防渗处理、有防渗处理、悬挂式防渗处理及蓄水池底部隔水底板稳定性等工况条件对蓄水池渗漏量、城区地下水位壅高值的影响，本文对不同条件下工程区的地下水渗流特征进行了
太原理工大学硕士研究生学位论文
数值模拟。
由于蓄水池蓄水后，在蓄水池与地下水之间形成了很大的
水头差，使得地下水的垂向流动不可忽略，所以本研究选择三
维流数学模型模拟地下水运动。在模拟计算中，本文采用水平
流阻滞物(1.IFB)模拟防渗墙，更客观地反映了防渗墙的阻水
特性。迭代计算采用预调共扼梯度法(PCGZ)，不仅考虑了水
头的收敛，而且还考虑单元流量的收敛，使计算结果更可信。
模型的识别与验证结果表明，所建立的数学模型是合理的，
工程区水文地质条件的概化、获得的参数组合符合实际情况。
应用此模型，分别对不同工况条件下，工程运行一年后的渗流
场特征、蓄水池渗漏量、水位奎高值进行了模拟计算。结果表
明:不做防渗墙时，蓄水池渗漏最为严重，且会造成城区较大
范围的浸没危害;悬挂式防渗处理防渗效果很差;封闭式防渗
处理能大幅度降低渗漏量、减小浸没影响范围，为被推荐的最
佳工程处理方案。
With the ecological construction developing, many cities have afforested riverway through the city proper. For setting green city image, The government of Taiyuan city has beautified the Fenghe park as the first stage project which had build four rubber dam in riverway forming three reservoir where water lever was 1-3m higher than that of before. Now, the second stage project is ready to stretch 2.4 km to the north and 5.7km to the south similar to the first stage project.
Usually, groundwater movement in the city proper recharges Fenhe River. Characteristics of groundwater seepage field will be changed after riverway is stored water, ground water lever in the city could rise, which will result in a series of environmental
problems, such as soil salt basification, swamping and immerging of city's building base.
To forecast the changes of groundwater seepage after construction of the second project, the author contrasted and analyzed the effects of no imperious wall disposal, imperious wall disposal, hanging-style imperious wall disposal and stability of the reservoir's bottom layer on the reservoir's seepage quantity and groundwater level of the city proper. The numerical model is established and used to simulate the groundwater seepage field in project area under different conditions.
After stored water in Fenhe River, great hydraulic gradient would be formed between reservoir and groundwater. It is not reasonable to ignore the vertical moving of groundwater. Therefore, three dimensional flow model is applied in the study to simulate groundwater movement. During calculating, the author adopted horizontal-flow barrier (HFB) to simulate the imperious wall, which made it more objective to reflect seepage characteristics. PCG2 iterative method, which takes into account convergence of both cell flux and water head, is used in the paper.
After calibrating and verifying the model, we can draw the conclusion that the mathematic model was correct, and the generalization of the hydrogeological conditions and the parameters are reasonable.
The author Apply this model to calculate the reservoir seepage field, seepage quantity and the increase of water lever under deferent conditions one year later the project running. The results indicated that it is most severe of reservoir seepage when there is no imperious wall, Also bringing large-scale immerging problems in the city; The function of hanging-style imperious wall is very poor; The closure-style imperious wall could notably reduce seepage quantity and substrata immerging incidence and it was recommended to be the most perfect design.
引文
[1] 洪世华，地下水位变化对水工建筑物的影响和启示，北京水利，2000(6)：31～33
[2] 郭雁平，王毅，深圳市河道整治的若干问题及对策探讨，水利水电工程设计，1997(2)：58～59
[3] 北京勘察设计研究院，汾河太原城区段治理美化工程初步设计阶段工程地质勘察报告，1999
[4] 孙讷正，地下水流的数学模型和数值方法，北京：地质出版社，1981
[5] 张家发，土坝饱和与非饱和稳定渗流场的有限元分析，长江科学学院院报，11(3)，41～45
[6] 王珊林，史桂华，王德成，基岩裂隙水三维流数值模型研究及应用，东北水利水电，18(4)，36～38
[7] 张蔚榛．地下水非稳定流计算和地下水资源评价，北京：科学出版社，1983
[8] 赵希良、刘文良、孙香太，尚志镇地下水流三维数值模拟，黑龙江水利科技，2002(3)：42～44
[9] 李俊亭，地下水流数值模拟，北京：地质出版社，1989
[10] Mc Donald, M. G. And A. W. Harbaugh, A modular three-dimensional finite-didderence groundwater flow model, Techniques of Water Resources Investigation of the U. S. Geol. Surv. Chapter Al, Book 6. 1988
[11] Meigs I C and J M Bahr, Three-dimensional groundwater flow near narrow surface water bodies[J], Water Resource Research, 1995, 31(12): 3299～3307
[12] 薛禹群、吴吉春，面临21世纪的中国地下水模拟问题，水文地质工
程地质，1999(5)：1～3
[13] 魏林宏、束龙仓、郝振纯，地下水流数值模拟的研究现状和发展趋势，重庆大学学报，2000，23：50～52
[14] 薛禹群、吴吉春，地下水数值模拟在我国一一回顾与展望，水文地质工程地质，1997(4)：21～24
[15] 周德亮，地下水流数值模拟的径向函数法及其MAPGIS的实现，吉林大学博士论文，2002
[16] M. P. Anderson and W. W. Woessner, Applied groundwater modeling, simulation of flow and advective transport, Academic Press, 1992
[17] 潘世兵，王忠静，河流-含水层系统数值模拟方法探讨，水文，2002，22(4)：19～21
[18] Winter T G, Relation of stream, lakes, and wetlands to groundwater flow systems [J], J Hydrogeol, 1998
[19] Pfannkuch H O, Winter T G, Effect of anisotropy and groundwater system geometry on seepage through lakebeds, 1. Analog and dimensional analysis [J], J Hydrol, 1984
[20] 胡俊锋、王金生，腾彦国，地下水与河水相互作用的研究进展，水文地质工程地质，2004(1)：108～113
[21] 崔亚莉、邵景力、李慈君，玛纳斯河流域地表水与地下水相互转化关系研究[J]，水文地质工程地质，2001，28(2)：9～13
[22] Illangasekare T, Hubert J, Morel-Seytoux, Stream-aquifer influence codfficients as tools for dimulation and management [J], Water Resource Research, 1975, 11 (6): 968～972
[23] 宫辉力，郑州市地下水渗流场的数值模拟和优化管理，北京大学学报，1998，34(6)：827～835
[24] Hantush M S, Modification of the theory of leaky aquifers [J]. J. Geophys. Res, 1960, 65: 3713～3726
[25] Shlomo P Neuman, Paul A Witherspoon, Applicability of current theories of flow in leaky aquifers [J]. Water Resources Research, 1969, 5 (4): 817～829
[26] 张宏仁，有限单元法的水头反差问题，水文地质工程地质，1992(5)：22～24
[27] 陆垂裕，堤防渗数值模拟和随机渗流稳定性分析，武汉大学硕士学位论文，2001
[28] 李荣华，冯果忱，微分方程数值解，北京：人民教育出版社，1980
[29] 地矿部水文地质工程地质研究所，黄河流域地下水资源及合理开发利用和截洪引渗地下调蓄技术研究[R]，1995，202～204
[30] Hill, M. C, Preconditioned conjugate-Gradient 2 (PCG2), a computer programe for solving ground-water flow equations, U. S. Geol. Surv., Water Resources Investigation Report, 1990
[31] Meyer, P. D., A. J. Valocchi, S. F. Ashby, and P. E. Saylor, A numerical investigation of the conjugate gradient method as applied to three-dimensional groundwater flow problems in randomly heterogeneous porous mdeia, Water Resources Research, V. 2 5, no. 6, pp . 1440～1446
[32] 陈劲松，万力，MODFLOW中不同方程组求解方法差异分析，工程勘察，2002(2)，25～32
[33] 山西省地质矿产局第一水文地质队，山西省太原市地下水资源管理模型研究，1989
[2] 郭雁平，王毅，深圳市河道整治的若干问题及对策探讨，水利水电工程设计，1997(2)：58～59
[3] 北京勘察设计研究院，汾河太原城区段治理美化工程初步设计阶段工程地质勘察报告，1999
[4] 孙讷正，地下水流的数学模型和数值方法，北京：地质出版社，1981
[5] 张家发，土坝饱和与非饱和稳定渗流场的有限元分析，长江科学学院院报，11(3)，41～45
[6] 王珊林，史桂华，王德成，基岩裂隙水三维流数值模型研究及应用，东北水利水电，18(4)，36～38
[7] 张蔚榛．地下水非稳定流计算和地下水资源评价，北京：科学出版社，1983
[8] 赵希良、刘文良、孙香太，尚志镇地下水流三维数值模拟，黑龙江水利科技，2002(3)：42～44
[9] 李俊亭，地下水流数值模拟，北京：地质出版社，1989
[10] Mc Donald, M. G. And A. W. Harbaugh, A modular three-dimensional finite-didderence groundwater flow model, Techniques of Water Resources Investigation of the U. S. Geol. Surv. Chapter Al, Book 6. 1988
[11] Meigs I C and J M Bahr, Three-dimensional groundwater flow near narrow surface water bodies[J], Water Resource Research, 1995, 31(12): 3299～3307
[12] 薛禹群、吴吉春，面临21世纪的中国地下水模拟问题，水文地质工
程地质，1999(5)：1～3
[13] 魏林宏、束龙仓、郝振纯，地下水流数值模拟的研究现状和发展趋势，重庆大学学报，2000，23：50～52
[14] 薛禹群、吴吉春，地下水数值模拟在我国一一回顾与展望，水文地质工程地质，1997(4)：21～24
[15] 周德亮，地下水流数值模拟的径向函数法及其MAPGIS的实现，吉林大学博士论文，2002
[16] M. P. Anderson and W. W. Woessner, Applied groundwater modeling, simulation of flow and advective transport, Academic Press, 1992
[17] 潘世兵，王忠静，河流-含水层系统数值模拟方法探讨，水文，2002，22(4)：19～21
[18] Winter T G, Relation of stream, lakes, and wetlands to groundwater flow systems [J], J Hydrogeol, 1998
[19] Pfannkuch H O, Winter T G, Effect of anisotropy and groundwater system geometry on seepage through lakebeds, 1. Analog and dimensional analysis [J], J Hydrol, 1984
[20] 胡俊锋、王金生，腾彦国，地下水与河水相互作用的研究进展，水文地质工程地质，2004(1)：108～113
[21] 崔亚莉、邵景力、李慈君，玛纳斯河流域地表水与地下水相互转化关系研究[J]，水文地质工程地质，2001，28(2)：9～13
[22] Illangasekare T, Hubert J, Morel-Seytoux, Stream-aquifer influence codfficients as tools for dimulation and management [J], Water Resource Research, 1975, 11 (6): 968～972
[23] 宫辉力，郑州市地下水渗流场的数值模拟和优化管理，北京大学学报，1998，34(6)：827～835
[24] Hantush M S, Modification of the theory of leaky aquifers [J]. J. Geophys. Res, 1960, 65: 3713～3726
[25] Shlomo P Neuman, Paul A Witherspoon, Applicability of current theories of flow in leaky aquifers [J]. Water Resources Research, 1969, 5 (4): 817～829
[26] 张宏仁，有限单元法的水头反差问题，水文地质工程地质，1992(5)：22～24
[27] 陆垂裕，堤防渗数值模拟和随机渗流稳定性分析，武汉大学硕士学位论文，2001
[28] 李荣华，冯果忱，微分方程数值解，北京：人民教育出版社，1980
[29] 地矿部水文地质工程地质研究所，黄河流域地下水资源及合理开发利用和截洪引渗地下调蓄技术研究[R]，1995，202～204
[30] Hill, M. C, Preconditioned conjugate-Gradient 2 (PCG2), a computer programe for solving ground-water flow equations, U. S. Geol. Surv., Water Resources Investigation Report, 1990
[31] Meyer, P. D., A. J. Valocchi, S. F. Ashby, and P. E. Saylor, A numerical investigation of the conjugate gradient method as applied to three-dimensional groundwater flow problems in randomly heterogeneous porous mdeia, Water Resources Research, V. 2 5, no. 6, pp . 1440～1446
[32] 陈劲松，万力，MODFLOW中不同方程组求解方法差异分析，工程勘察，2002(2)，25～32
[33] 山西省地质矿产局第一水文地质队，山西省太原市地下水资源管理模型研究，1989