黄河宁夏段坝垛冲刷坑和根石走失的试验研究
|
摘要
黄河宁夏段属黄河上游下段，全长397km，重点治理的平原河道长266.7km，根据其特性可分为三段。其中下河沿至仁存渡河段为非稳定性分汊型河道；仁存渡至头道墩河段为弯曲型河道；头道墩至石嘴山河段为游荡型河道。河道床质也不相同，仁存渡以上河段为沙卵石，以下河段为沙质。为了探索适宜黄河宁夏段河道特性和演变规律的整治方案、工程布局、工程措施及有关参数，开展黄河宁夏段河道坝垛冲刷坑和根石走失试验研究，具有十分重要的理论意义和实用价值。
本文通过对青铜峡市细腰子拜和陶乐县下八顷河段冲刷坑的试验研究，对冲刷坑的形成及根石走失成因进行了分析研究。冲刷坑的形成与横向环流、上游回流和绕流丁坝造成流速及流态不均匀等因素有关；根石走失与根石在水中的稳定性和河床性质及坝脚附近冲坑有关。另外，对设计中通常采用的冲刷坑计算公式进行了详细演算和对比分析，除蒋焕章公式以外，马特维也夫、波尔达柯夫等都可选择应用。经过理论计算和试验观测研究，提出了仁存渡以下沙质河床，丁坝最大冲刷坑水深为10—13米，个别受主流持续顶沖的丁坝，最大冲刷坑水深可达20米。根据整治方案，结合治河实际情况，推荐了网罩护根防冲和混凝土四脚体护脚这两种比较有效的护根措施。该研究成果对黄河宁夏段河道整治工程设计和施工具有重要参考价值。
The Ningxia river section of the Yellow River, which is 379Km long, belongs to the upper section of lower reaches of the Yellow River. The plain watercourse to be harnessed emphatically, which is 266.7Km long, is divided into three sections. The river section from Xiaheyan to Rencundu is unstable and divergent, and the one from Rencundu to Toudaodun is cooked, and the one from Toudaodun to Shizhui Mountain is wandering. The quality of the riverbed in the upward Rencundu, which is made up of scree, is different from the one in the downward Rencundu, which is made up of sand. In order to explore harness scheme, layout, measurements and parameters concerned of the project, which are appropriate for the characteristic and the evolvement law of the watercourse of Ningxia section of the Yellow River, the study on the experiment of the scoured pit of the dam buttress and runoff of the root rock of Ningxia section of the Yellow River is of important theoretical meaning and practicable value.
The cause of the formation of the scoured pits and the runoff of the root rocks are studied through the experiment of the scoured pits which are along the river section from Xiyaozipai in Qingtong city to Xiabaqing in Taole town. The formation of the scoured pits is related with such factors as the unstable flow velocity and the unstable flow state caused by the circumfluence in the cross direction, the upstream circumfluence and the
circle flow around the embankment. The runoff of the root rocks is connected with the stability of the rocks when they are submerged in water, the quality of the riverbed and the pit nearby the dam toe. In addition, the contrast analysis and calculation of the computational formulas commonly used in the scoured pit designs are conducted. It concludes that Makeweiyefu formula and Boerdakefu formula can be chosen for use besides Jianghuanzhang formula.
Through theoretical computation and experimental observation, it is put forward that the maximal depth of the scoured pits of the embankment is from ten to thirteen meters, and for several pits whose top are rinsed by main flow continuously, their scoured depth have reached twenty meters. According to renovation scheme and connecting with practical river harness situation, netlike cover protection and quadruped concrete hose measurements, which are comparatively effective, are commended. The results will provide important reference value for the design and construction of the watercourse harness of the Ningxia river section of the Yellow River.
本文通过对青铜峡市细腰子拜和陶乐县下八顷河段冲刷坑的试验研究，对冲刷坑的形成及根石走失成因进行了分析研究。冲刷坑的形成与横向环流、上游回流和绕流丁坝造成流速及流态不均匀等因素有关；根石走失与根石在水中的稳定性和河床性质及坝脚附近冲坑有关。另外，对设计中通常采用的冲刷坑计算公式进行了详细演算和对比分析，除蒋焕章公式以外，马特维也夫、波尔达柯夫等都可选择应用。经过理论计算和试验观测研究，提出了仁存渡以下沙质河床，丁坝最大冲刷坑水深为10—13米，个别受主流持续顶沖的丁坝，最大冲刷坑水深可达20米。根据整治方案，结合治河实际情况，推荐了网罩护根防冲和混凝土四脚体护脚这两种比较有效的护根措施。该研究成果对黄河宁夏段河道整治工程设计和施工具有重要参考价值。
The Ningxia river section of the Yellow River, which is 379Km long, belongs to the upper section of lower reaches of the Yellow River. The plain watercourse to be harnessed emphatically, which is 266.7Km long, is divided into three sections. The river section from Xiaheyan to Rencundu is unstable and divergent, and the one from Rencundu to Toudaodun is cooked, and the one from Toudaodun to Shizhui Mountain is wandering. The quality of the riverbed in the upward Rencundu, which is made up of scree, is different from the one in the downward Rencundu, which is made up of sand. In order to explore harness scheme, layout, measurements and parameters concerned of the project, which are appropriate for the characteristic and the evolvement law of the watercourse of Ningxia section of the Yellow River, the study on the experiment of the scoured pit of the dam buttress and runoff of the root rock of Ningxia section of the Yellow River is of important theoretical meaning and practicable value.
The cause of the formation of the scoured pits and the runoff of the root rocks are studied through the experiment of the scoured pits which are along the river section from Xiyaozipai in Qingtong city to Xiabaqing in Taole town. The formation of the scoured pits is related with such factors as the unstable flow velocity and the unstable flow state caused by the circumfluence in the cross direction, the upstream circumfluence and the
circle flow around the embankment. The runoff of the root rocks is connected with the stability of the rocks when they are submerged in water, the quality of the riverbed and the pit nearby the dam toe. In addition, the contrast analysis and calculation of the computational formulas commonly used in the scoured pit designs are conducted. It concludes that Makeweiyefu formula and Boerdakefu formula can be chosen for use besides Jianghuanzhang formula.
Through theoretical computation and experimental observation, it is put forward that the maximal depth of the scoured pits of the embankment is from ten to thirteen meters, and for several pits whose top are rinsed by main flow continuously, their scoured depth have reached twenty meters. According to renovation scheme and connecting with practical river harness situation, netlike cover protection and quadruped concrete hose measurements, which are comparatively effective, are commended. The results will provide important reference value for the design and construction of the watercourse harness of the Ningxia river section of the Yellow River.
引文
?
[1]河道整治工程设计规范
[2]张红武等．黄河宁夏段整治工程坝垛冲刷及根石走失模型试验研究。清华大学，1999年
[3]张红武等．黄河丁坝冲刷及根石走失试验研究综述．黄委会水利科学研究所，1998年
[4]李桂荣，尚德福等．黄河塌岸防治研究．宁夏水利学会，1993年9月
[5]黄河宁夏段河道整治规划报告．宁夏水利水电勘测设计院．1991年10月
[6]黄河宁夏段1999年汛前“防洪工程建设初步设计(修编)．1998年9月
[7]李桂荣．《治河与防洪》。宁夏水利局，1983年1月
[8]吴尚贤．黄河宁夏段整治对策．《宁夏水利》，1999年期
[9]黄河永宁东升险工段木架附重四面体工程观测试验研究报告．宁夏水利学会，1993年11月
[10]钱宁．近年来国外在泥沙输移方面研究的主要成就及发展方向．《水利水运专题评述》第四辑1963年2月，《钱宁论文集》496页
[11]钱宁，麦齐威．多沙河流上修建大型的蓄水库后下游游荡性河道的演变趋势及治理．《水利导报》1963年第6期、《钱宁论文集》496页
[12]钱宁．黄河下游的一些水石现象。《地理》1962年第4期《钱宁论文集》478—483页
[13]钱宁，周文浩，洪柔嘉．黄河下游游荡性河道的特性及其成因分析．《地理学报》27卷1961年12月《钱宁论文集》473—474页
[14]冯寅．治理黄河战略方案商榷．《中美黄河下游防洪措施学术讨论会》论文集，中国环境科学出版社P1
[15]宁夏水旱灾害编写组．宁夏水旱灾害1995年12月
[16]水利部黄委会．黄河水利史述要．水利出版社1982年6月
[17]张红武，张清．黄河水利挟沙力的计算公式《人民》1992年11月P7
[18]陈学峰等．河流挟沙力公式的对比分析．武汉水利水电大学报期
[19]张俊华，许雨新，张红武，朱太顺，王严平，陈书奎，曹丰生．河道整治及堤防管理．黄河水利出版社，1998
[20]胡一三，张红武，刘贵芝，王恺忱，彭瑞善，刘月兰等黄河下游游荡性河道整治．郑州：黄河水利出版社，1998
[21]钱宁，张仁，周志德．河床演变学．北京：科学出版社，1987
[22]钱意颖，程秀文，陈世丹，傅崇进等．多沙河流上修建水库水沙调节指标研究．见：黄委会水科院科学研究论文集(第三集)．北京：中国环境科学出版社，1992
[23]张红武，马继业，张俊华，常国俊，刘有录．河流桥渡设计．中国建材工业出版社，1993
[24]谢鉴衡，丁君松，王运辉。河床演变及整治．北京：水利电力出版社，1990
[25]赵业安，潘贤娣等．黄河下游河道冲淤情况及基本规律．见：黄委会水利科学研究所科学研究论文(第一集)．河南科学技术出版社，1989
[26]张红武，张清．黄河水流挟沙力的计算公式．人民黄河．1992(11)
[27]赵连军，张红武．黄河下游河道水流摩阻特性的研究．人民黄河，1997(9)
[28]张柏山，赵连军．黄河下游丁坝局部冲刷深度的计算．沙研究研讨会论文集．黄河水利出版社，1995
[29]姚乐人主编．防洪工程．中国水利出版社，1997
[30]宁夏黄河整治规划．宁夏水利设计院，1994
[31]赵业安，周文洁，曹祥俊，胡春华，申冠卿，陈建国．黄河下游河
道演变基本规律1998
[32]张红武等．河流力学研究．郑州：黄河水利出版社，1999
[33]河流泥沙工程．武汉水利电力学院．北京：水利出版社，1981
[34]江恩惠．黄河下游游荡性河道整治模型试验研究．人民黄河，2000(9)
[35]胡一三．节点论．人民黄河，2002(4)
[36]刘月兰．黄河下游游荡性河道整治对河道冲淤的影响．人民黄河，1996(10)
[37]胡一三．黄河下游游荡性河道整治措施的研究．人民黄河，1996(10)
[38]刘贵芝，周景芍，黄树阁．黄河下游游荡性河段现有整治工程的研究．人民黄河，1996(10)
[39]门耿明全，赵彦彦，赵明河．黄河下游抢险坝垛结构探讨．人民黄河，1999(1)
[40]张晓华，赵业安．近期黄河下游河道演变研究．人民黄河，1997(9)
[41]胡一三．黄河河道整治原则．人民黄河，2002 (4)
[42]周景芍，郝守英，符建明．河道整治工程对洪水河势的控制作用．人民黄河，1998(4)
[43]张书农，华国祥．河流动力学．北京：水利电力出版社，1988
[44]武汉水利电力学院河流泥沙工程学教研室．河流泥沙工程学．北京：水利出版社，1980
[45]国外丁坝研究综述．长江水利水电科学研究院河流研究室．人民长江，1979(3)
[46]黄河宁夏段数学模型研究．清华大学黄河研究所，2002年
[47]Suzuki H, Inoue Y, Nishimura T, et al. Unsteady flow in achannel obstructed by a squarerod (crisscross motion of vortex). Int. [J]. Heat Fluid Flow, 1993, 1(14): 2-9.
[48]Chun Bo Jiang, Qing Hai Zhang, Xiao Mi An. River flow simulations using parallel computing techniques[M]. XXIX IAHR Congress
Proceeding, Theme D. 2001.
[49] Rajartnam, N., and Muralidhar, D. Boundary Shear Stress Distribution in Rectangular Open Channels, [J].LaHouille Blanche, Paris, France, Vol. 6, 1969, pp. 603-609.
[50] Ghosh, S. N., and Roy, N. Boundary Shear Stress Distribution in Open Cha-nnel Flows, [J]. ASCE. J. of Hydr. Div, Vol. 96, Hy. 4, April, 1970, pp. 839-851.
[51] Knight, D. W., and Machonald, J. A. Hydraulic Resistance of Artificial Strip Roughness [J]. ASCE. J. of Hydr. Div, Vol. 105, Hy. 7, June, 1979, pp. 675-690.
[52] Knight, D. W., Demetriou, J. D., and Hamed, M. E. Boundary Shear in Smooth Rectangular Channels, [J]. ASCE. J. of Hydr. Div, Vol. 110, Hy. 4, April, 1984, pp. 405-422.
[53] Andrews, E. D. (1982). Bank stability and channel width adjustment, EastFork River, Wyoming. Water Resour. Res., 18(4), 1184-1192.
[54] Ariathurai, R., Arelanandan, k. (1978). Erosion rates of cohesive soils. J. Hydr. Div., ASCE, 104(3), 279-283.
[55] Chin Ted Yang. M. Advanced Course on Fluvial And Sediment Hydraulics, 1988.12.
[56] Yang, C. T. (1973). Incipient motion and sediment transport. J. Hydr. Div. ASCE, 99(10), 1679-1704.
[57] Yang, C. T. (1984). Unit stream power equation for gravel. J. Hydr. Engrg. ASCE, 110, 1783-1797.
[58] Yang. C. T., Wan, S. (1991). Comparison of selected bed-material formulas. J. Hydr. Engrg.. ASCE, 117, 973-989.
[59] Wark, J. B., Samuels, P. G., Ervine, D. A. (1990). A practical method of estimating velocity and discharge in a compound channel. River flood
hydraulics. W. R. White, ed., John Wiley & Sons, Ins., Chinchester, U. K., 163-172.
[60] White, W. R., Bettess, R., Paris E. (1982). Analytical approach to river regime. J. Hydr. Div. ASCE, 108(10), 1179-1193.
[61] Yang, C. T., Song, C. C. S., Woldenberg, M. J. (1981). Hydraulic geometry and minimum rate of energy dissipation. Water Resour. Res., 17(4), 1014-1018
[62] Ackers, P., White, W. R. (1973). Sediment transport: New approach and analysis. J. Hydr. Div., ASCE, 99(11), 2041-2060.
[63] Jianjun Zhou and bingnan Lin. One-Dimensional Mathematical Model for Suspended Sediment by Lateral Integration, Journal of Hydraulic Engineering, July 1998.
[1]河道整治工程设计规范
[2]张红武等．黄河宁夏段整治工程坝垛冲刷及根石走失模型试验研究。清华大学，1999年
[3]张红武等．黄河丁坝冲刷及根石走失试验研究综述．黄委会水利科学研究所，1998年
[4]李桂荣，尚德福等．黄河塌岸防治研究．宁夏水利学会，1993年9月
[5]黄河宁夏段河道整治规划报告．宁夏水利水电勘测设计院．1991年10月
[6]黄河宁夏段1999年汛前“防洪工程建设初步设计(修编)．1998年9月
[7]李桂荣．《治河与防洪》。宁夏水利局，1983年1月
[8]吴尚贤．黄河宁夏段整治对策．《宁夏水利》，1999年期
[9]黄河永宁东升险工段木架附重四面体工程观测试验研究报告．宁夏水利学会，1993年11月
[10]钱宁．近年来国外在泥沙输移方面研究的主要成就及发展方向．《水利水运专题评述》第四辑1963年2月，《钱宁论文集》496页
[11]钱宁，麦齐威．多沙河流上修建大型的蓄水库后下游游荡性河道的演变趋势及治理．《水利导报》1963年第6期、《钱宁论文集》496页
[12]钱宁．黄河下游的一些水石现象。《地理》1962年第4期《钱宁论文集》478—483页
[13]钱宁，周文浩，洪柔嘉．黄河下游游荡性河道的特性及其成因分析．《地理学报》27卷1961年12月《钱宁论文集》473—474页
[14]冯寅．治理黄河战略方案商榷．《中美黄河下游防洪措施学术讨论会》论文集，中国环境科学出版社P1
[15]宁夏水旱灾害编写组．宁夏水旱灾害1995年12月
[16]水利部黄委会．黄河水利史述要．水利出版社1982年6月
[17]张红武，张清．黄河水利挟沙力的计算公式《人民》1992年11月P7
[18]陈学峰等．河流挟沙力公式的对比分析．武汉水利水电大学报期
[19]张俊华，许雨新，张红武，朱太顺，王严平，陈书奎，曹丰生．河道整治及堤防管理．黄河水利出版社，1998
[20]胡一三，张红武，刘贵芝，王恺忱，彭瑞善，刘月兰等黄河下游游荡性河道整治．郑州：黄河水利出版社，1998
[21]钱宁，张仁，周志德．河床演变学．北京：科学出版社，1987
[22]钱意颖，程秀文，陈世丹，傅崇进等．多沙河流上修建水库水沙调节指标研究．见：黄委会水科院科学研究论文集(第三集)．北京：中国环境科学出版社，1992
[23]张红武，马继业，张俊华，常国俊，刘有录．河流桥渡设计．中国建材工业出版社，1993
[24]谢鉴衡，丁君松，王运辉。河床演变及整治．北京：水利电力出版社，1990
[25]赵业安，潘贤娣等．黄河下游河道冲淤情况及基本规律．见：黄委会水利科学研究所科学研究论文(第一集)．河南科学技术出版社，1989
[26]张红武，张清．黄河水流挟沙力的计算公式．人民黄河．1992(11)
[27]赵连军，张红武．黄河下游河道水流摩阻特性的研究．人民黄河，1997(9)
[28]张柏山，赵连军．黄河下游丁坝局部冲刷深度的计算．沙研究研讨会论文集．黄河水利出版社，1995
[29]姚乐人主编．防洪工程．中国水利出版社，1997
[30]宁夏黄河整治规划．宁夏水利设计院，1994
[31]赵业安，周文洁，曹祥俊，胡春华，申冠卿，陈建国．黄河下游河
道演变基本规律1998
[32]张红武等．河流力学研究．郑州：黄河水利出版社，1999
[33]河流泥沙工程．武汉水利电力学院．北京：水利出版社，1981
[34]江恩惠．黄河下游游荡性河道整治模型试验研究．人民黄河，2000(9)
[35]胡一三．节点论．人民黄河，2002(4)
[36]刘月兰．黄河下游游荡性河道整治对河道冲淤的影响．人民黄河，1996(10)
[37]胡一三．黄河下游游荡性河道整治措施的研究．人民黄河，1996(10)
[38]刘贵芝，周景芍，黄树阁．黄河下游游荡性河段现有整治工程的研究．人民黄河，1996(10)
[39]门耿明全，赵彦彦，赵明河．黄河下游抢险坝垛结构探讨．人民黄河，1999(1)
[40]张晓华，赵业安．近期黄河下游河道演变研究．人民黄河，1997(9)
[41]胡一三．黄河河道整治原则．人民黄河，2002 (4)
[42]周景芍，郝守英，符建明．河道整治工程对洪水河势的控制作用．人民黄河，1998(4)
[43]张书农，华国祥．河流动力学．北京：水利电力出版社，1988
[44]武汉水利电力学院河流泥沙工程学教研室．河流泥沙工程学．北京：水利出版社，1980
[45]国外丁坝研究综述．长江水利水电科学研究院河流研究室．人民长江，1979(3)
[46]黄河宁夏段数学模型研究．清华大学黄河研究所，2002年
[47]Suzuki H, Inoue Y, Nishimura T, et al. Unsteady flow in achannel obstructed by a squarerod (crisscross motion of vortex). Int. [J]. Heat Fluid Flow, 1993, 1(14): 2-9.
[48]Chun Bo Jiang, Qing Hai Zhang, Xiao Mi An. River flow simulations using parallel computing techniques[M]. XXIX IAHR Congress
Proceeding, Theme D. 2001.
[49] Rajartnam, N., and Muralidhar, D. Boundary Shear Stress Distribution in Rectangular Open Channels, [J].LaHouille Blanche, Paris, France, Vol. 6, 1969, pp. 603-609.
[50] Ghosh, S. N., and Roy, N. Boundary Shear Stress Distribution in Open Cha-nnel Flows, [J]. ASCE. J. of Hydr. Div, Vol. 96, Hy. 4, April, 1970, pp. 839-851.
[51] Knight, D. W., and Machonald, J. A. Hydraulic Resistance of Artificial Strip Roughness [J]. ASCE. J. of Hydr. Div, Vol. 105, Hy. 7, June, 1979, pp. 675-690.
[52] Knight, D. W., Demetriou, J. D., and Hamed, M. E. Boundary Shear in Smooth Rectangular Channels, [J]. ASCE. J. of Hydr. Div, Vol. 110, Hy. 4, April, 1984, pp. 405-422.
[53] Andrews, E. D. (1982). Bank stability and channel width adjustment, EastFork River, Wyoming. Water Resour. Res., 18(4), 1184-1192.
[54] Ariathurai, R., Arelanandan, k. (1978). Erosion rates of cohesive soils. J. Hydr. Div., ASCE, 104(3), 279-283.
[55] Chin Ted Yang. M. Advanced Course on Fluvial And Sediment Hydraulics, 1988.12.
[56] Yang, C. T. (1973). Incipient motion and sediment transport. J. Hydr. Div. ASCE, 99(10), 1679-1704.
[57] Yang, C. T. (1984). Unit stream power equation for gravel. J. Hydr. Engrg. ASCE, 110, 1783-1797.
[58] Yang. C. T., Wan, S. (1991). Comparison of selected bed-material formulas. J. Hydr. Engrg.. ASCE, 117, 973-989.
[59] Wark, J. B., Samuels, P. G., Ervine, D. A. (1990). A practical method of estimating velocity and discharge in a compound channel. River flood
hydraulics. W. R. White, ed., John Wiley & Sons, Ins., Chinchester, U. K., 163-172.
[60] White, W. R., Bettess, R., Paris E. (1982). Analytical approach to river regime. J. Hydr. Div. ASCE, 108(10), 1179-1193.
[61] Yang, C. T., Song, C. C. S., Woldenberg, M. J. (1981). Hydraulic geometry and minimum rate of energy dissipation. Water Resour. Res., 17(4), 1014-1018
[62] Ackers, P., White, W. R. (1973). Sediment transport: New approach and analysis. J. Hydr. Div., ASCE, 99(11), 2041-2060.
[63] Jianjun Zhou and bingnan Lin. One-Dimensional Mathematical Model for Suspended Sediment by Lateral Integration, Journal of Hydraulic Engineering, July 1998.