基于瞬时流的库水变幅对岸坡稳定性的影响研究

杨家城; 宋彦辉

doi:10.13544/j.cnki.jeg.2018206

基于瞬时流的库水变幅对岸坡稳定性的影响研究

doi: 10.13544/j.cnki.jeg.2018206

杨家城¹,
宋彦辉^2, ,

1.
同济大学地下建筑与工程系上海 200092;
2.
长安大学地质工程与测绘学院西安 710054

基金项目:

中国电建集团西北勘测设计研究院有限公司项目（镇安抽水蓄能电站工程边坡稳定性研究）资助

详细信息

作者简介:
杨家城(1995-),男,硕士生,主要从事岩土加固与测试及地质灾害防治研究.Email:759086857@qq.com

通讯作者:
宋彦辉(1968-),男,博士,教授,博士生导师,主要从事地质工程教学与研究工作.Email:dcdgx30@chd.edu.cn

中图分类号: TU411.92
计量
- 文章访问数: 1186
- HTML全文浏览量: 208
- PDF下载量: 11
- 被引次数: 0
出版历程
- 收稿日期: 2018-06-01
- 修回日期: 2018-07-18
- 刊出日期: 2018-10-31

STUDY ON THE INFLUENCE OF RESERVOIR WATER FLUCTUATION ON BANK SLOPE STABILITY BASED ON TRANSIENT FLOW

YANG Jiacheng¹,
SONG Yanhui^{2
, ,}

1.
Department of Geotechnical Engineering, Tongji University, Shanghai 200092;
2.
College of Geology Engineering and Geomatics, Chang'an University, Xi'an 710054

摘要

摘要: 库岸边坡发生失稳破坏大多与库水变幅有关，为了有效指导岸坡设计和防治工作，本文以陕西镇安抽水蓄能电站上库区一边坡为研究对象，利用Rocscience Phase2有限元软件，基于瞬时流模拟库水快速升降时坡体内渗流-应力耦合场，并采用SSR自定义搜索功能对迎水坡和背水坡分别计算稳定性后发现：在水位升降速度不变的条件下，当水位上升时，背水坡的安全系数持续减小，而迎水坡的安全系数先减小后增大，但两侧坡体均未发生破坏；当水位下降时，背水坡安全系数同样持续减小，但未发生破坏，迎水坡的安全系数也在持续减小，但在水位下降19 m时骤减，最终破坏。在水位升降幅度不变的条件下，当升降速度变化时，背水坡安全系数基本没有变化；当水位上升速度增大时，迎水坡安全系数逐渐增大，当水位下降速度增大时，迎水坡安全系数逐渐减小。建议水库运营时，库水下降幅度不宜超过18m；若要满足发电量要求并确保边坡不会发生失稳破坏，可将正常蓄水位抬升12m后进行发电。
- 岩质边坡 /
- 稳定性 /
- 瞬时流 /
- 升降幅度 /
- 升降速度
Abstract: Most of the failure occurred in the reservoir bank slope is related to the fluctuation of the reservoir water level. In order to effectively guide the slope design and prevent, regard the slope of the upper reservoir area of Shaanxi Zhen'an Pumped-storage Power Station as the object of the research. Using Rocscience Phase2 finite element software, simulate the seepage field-stress coupling field in the slope under drawdown conditions by transient flow and then calculate the stability of the upstream and the downstream slope by the method of SSR search area.It was found that when the water level rose at a constant speed, the safety factor of the downsteam slope continues to decrease with the water level rising, while the safety factor of the upsteam slope decreases first and then increases, but no damage occurs on both sides of the slope. When the water level falls, the downsteam slope safety factor also continued to decrease, but no damage occurred. The safety factor of the upsteam slope also continued to decrease. However, it dropped sharply when the water level dropped by 19m and eventually destroyed. Under the condition that the water fluctuation is constant, when the speed of the lift changes, the safety factor of the downsteam slope remains basically unchanged. When the water level rise speed increases, the safety factor of the upsteam slope gradually increases. When the water level decline speed increases, it gradually decreased. It is suggested that when the reservoir is operating, the decline of the reservoir water should not exceed 18m. In order to meet the demand of power generation and ensure the simulated slope, the normal water level should be lifted by 12m.
- Rock slope /
- Stability /
- Transient flow /
- Lifting amplitude /
- Lifting speed

HTML全文

参考文献(1)

Desai C S. 1977. Drawdown analysis of slopes by numerical method[J]. Journal of the Geotechnical Engineering Division, 103(GT7):667-676.
Dong C J. 2012. Study on stability of large earth-rock coffin through considering seepage effect[D]. Chongqing:Chongqing University.
Griffiths D V,Lane P A. 1999. Slope stability analysis By finite elements[J]. Géotechnique,49(3):387-403.
Lane P A,Griffiths D V. 2000. Assessment of stability of slopes under drawdown conditions[J]. Journal of Geotechnical and Geoenvironmental Engineering,126(5):443-450.
Liao H J,Sheng Q,Gao S H,et al. 2005. Influence of reservoir water level drawdown on stability of landslide[J]. Chinese Journal of Rock Mechanics and Engineering,24(19):3454-3458.
Liu X X,Xia Y Y,et al. 2005. Study on evaluation method of landslide stability during rapid drawdown of reservoir water level[J]. Rock and Soil Mechanics,26(9):1427-1436.
Mao C X,Duan X B,Li Z Y,et al. 1981. Numerical calculation and application of seepage flow[M]. Nanjing:Hohai University Press.
Morgenstern N R. 1963. Stability charts for earth slopes during rapid drawdown[J]. Géotechnique,13:121-131.
Nakamura K. 1990. On reservoir landslide[J]. Bulletin of Soil and Water Conservation,10(1):53-64.
Wang L S. 2007. Investigation of Vaiont Reservoir Landslide in Italy[J]. Journal of Geological Hazards and Control,18(3):145-148.
Xu P. 2010. The research of the Three Gorges reservoir area Majiagou landslide stability under the fluctuation of reservoir water level[D]. Xi'an:Chang'an University.
Zhang G C. 2005. Study on the feature of the sliding belt by using Nuclear Magnetic Resonance(NMR)Technique[C]//Proceedings of Geological Hazard Prevention and Control Engineering in Three Gorges Reservoir Area of Hubei Province.
Zheng H,Shao Z Y,Han W X,et al. 2012. Numerical simulation of seepage and stability of Xiyanba landslide under the condition of rainstorm and reservoir water level change[J]. Geological Hazards and Environmental Protection,(1):58-63.
Zhu Z D,Guo H Q. 2007. Foundation hydraulics of Fracture rock mass[M]. Beijing:Science Press.
Zienkiewicz O C,Humpheson C,Lewis R W. 1975. Associated and non-associated visco-plasticity and plasticity in soil mechanics[J]. Géotechnique,25(25):671-689.
董存军. 2012. 考虑渗流效应的大型土石围堰稳定性研究[D]. 重庆:重庆大学.
廖红建,盛谦,高石夯,等. 2005. 库水位下降对滑坡体稳定性的影响[J]. 岩石力学与工程学报,24(19):3454-3458.
刘新喜,夏元友,等. 2005. 库水位骤降时的滑坡稳定性评价方法研究[J]. 岩土力学,26(9):1427-1436.
毛昶熙,段祥宝,李祖贻,等. 1981. 渗流数值计算与应用[M]. 南京:河海大学出版社.
王兰生. 2007. 意大利瓦依昴水库滑坡考察[J]. 中国地质灾害与防治学报,18(3):145-148.
徐平. 2010. 库水位涨落作用下三峡库区马家沟滑坡稳定性研究[D]. 西安:长安大学.
章广成. 2005. 利用核磁共振(NMR)技术研究滑坡滑带特征[C]//湖北省三峡库区地质灾害防治工程论文集.
郑慧,邵子叶,韩文喜,等. 2012. 暴雨与库水位变化条件下晒盐坝滑坡渗流和稳定性数值模拟[J]. 地质灾害与环境保护,(1):58-63.
中村浩之. 1990. 论水库滑坡[J]. 水土保持通报,10(1):53-64.
朱珍德,郭海庆. 2007. 裂隙岩体水力学基础[M]. 北京:科学出版社.

施引文献

资源附件(0)

访问统计