| 锦屏一级水电站左岸开挖高边坡变形监测分析 |
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| 引用本文： | 黄志鹏,董燕军,廖年春,尹健民,周江平.锦屏一级水电站左岸开挖高边坡变形监测分析[J].岩土力学,2012,33(Z2):235-242. |
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| 作者姓名： | 黄志鹏 董燕军 廖年春 尹健民 周江平 |
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| 作者单位： | 1. 长江科学院 水利部岩土力学与工程重点实验室，武汉 430010；2. 锦屏建设管理局 锦屏一级安全监测管理中心，四川 锦屏615000； 3. 中国水电工程顾问集团公司 中南勘测设计研究院，长沙 410014；4. 锦屏建设管理局 二滩水电建设开发有限公司，成都 610021 |
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| 基金项目： | 国家重点基础研究发展计划(973)项目资助(No.2011CB710603);国家自然科学基金重点项目资助(No.50539110);中央级公益性科研院所基本科研业务费资助项目(No.2010-2-8) |
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| 摘 要： | 锦屏一级水电站左岸开挖高边坡的开挖高度达到530 m，断层发育，岩体卸荷深度大，地质条件十分复杂，边坡在施工期和运行期的稳定性问题特别重要。对边坡的工程地质条件进行分析，介绍锦屏一级水电站工程左岸边坡的变形监测布置及监测结果。锦屏一级左坝肩边坡采用表面变形观测、浅表变形观测及深部变形观测，由表及里3个层次监测边坡岩体的变形。表面变形监测采用外观变形监测方法；浅部变形监测采用多点位移计，监测深度为0～90 m；深部变形监测采用平洞测距、水准沉降及石墨杆收敛计等监测方法，布置于勘探平洞内，穿越主要断层及深部拉裂缝，最大监测达到260 m。截止2011年5月，边坡浅表最大水平位移106.1 mm，最大垂直下沉位移58.6 mm，主要受边坡开挖及支护控制。深层最大水平变形量为47.48 mm，最大垂直沉降变形为7.2 mm，主要受深部拉裂缝及断层控制。目前位移趋于收敛，最大变形速率小于0.1 mm/d，满足安全控制标准，边坡已趋于稳定。
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| 关 键 词： | 变形监测 高边坡 锦屏一级水电站 |
| 收稿时间： | 2011-07-03 |
Deformation monitoring and analysis of left bank high slope at Jinping I hydropower station |
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| HUANG Zhi-peng,DONG Yan-jun,LIAO Nian-chun,YIN Jian-min,ZHOU Jiang-ping.Deformation monitoring and analysis of left bank high slope at Jinping I hydropower station[J].Rock and Soil Mechanics,2012,33(Z2):235-242. |
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| Authors: | HUANG Zhi-peng DONG Yan-jun LIAO Nian-chun YIN Jian-min ZHOU Jiang-ping |
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| Institution: | 1. Key Laboratory of Geotechnical Mechanics＆Engineering of Ministry of Water Resources, Yangtze River Scientific Research Institute, Wuhan 430010, China; 2. Jinping I Safety Monitoring and Management Center, Jinping Construction Bureau, Jniping, Sichuan 615000, China; 3. Mid-South Design & Research Institute for Hydroelectric Projects, Changsha 410014, China; 4. Ertan Hydroelectric Development Co., Ltd., Jinping Construction Bureau, Chengdu 610021, China |
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| Abstract: | The excavation height of left slopes at Jinping I hydropower station is 530 m; faults and deep fracture were developed, unloading range is deep; and its geological conditions is complicated. Slope stability problems are important especially in the construction and operation. The engineering monitoring geological conditions of the slope is analyzed; deformation monitoring layout for the slope is described. The deformation monitoring system of the slope consists of surface deformation observation, shallow deformation observation and deep deformation observation. In three levels, monitorings of the slope deformation are made. For the surface deformation monitoring the geodetical surveying method is used; for the shallow deformation observation the multi-point displacement meters are used; the monitoring depth is 0-90 m; for the deep deformation observation the flat hole ranging, level survey and graphite convergence meters methods, etc, are used installed in exploration flat hole, through the main fault and deep crack, the biggest monitoring depth reach 260 m. By May 2011, monitoring data indicate that the maximum horizontal displacement in surface and shallow is 106.1 mm; the maximum settlement is 58.6 mm; which are controlled by excavation and supporting; the maximum horizontal displacement in deep is 47.48 mm; the maximum settlement is 7.2 mm, controlled by faults and deep fractures. The displacement tends to converge, the maximum deformation rate is 0.1 mm/d; and it meets the designed safety standards, slope has verged to stable. |
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| Keywords: | deformation monitoring high slope Jinping I hydropower station |
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