| 丹巴水电站右1#坝段坝基稳定二维地质力学模型验证性破坏试验 |
| |
| 引用本文： | 杨庚鑫,杨宝全,张林,陈媛,陈建叶.丹巴水电站右1#坝段坝基稳定二维地质力学模型验证性破坏试验[J].水利学报,2018,49(12):1550-1558. |
| |
| 作者姓名： | 杨庚鑫 杨宝全 张林 陈媛 陈建叶 |
| |
| 作者单位： | 国电大渡河水电开发有限公司, 四川 成都 610000;四川大学 水利水电学院, 四川 成都 610065,四川大学 水利水电学院, 四川 成都 610065;水力学与山区河流开发保护国家重点实验室, 四川 成都 610065,四川大学 水利水电学院, 四川 成都 610065;水力学与山区河流开发保护国家重点实验室, 四川 成都 610065,四川大学 水利水电学院, 四川 成都 610065;水力学与山区河流开发保护国家重点实验室, 四川 成都 610065,四川大学 水利水电学院, 四川 成都 610065;水力学与山区河流开发保护国家重点实验室, 四川 成都 610065 |
| |
| 基金项目： | 国家自然科学基金项目（51609163）；国家重点研发计划项目（2016YFC0401908） |
| |
| 摘 要： | 丹巴水电站将是国内首座建在深厚覆盖层上坝高超过40 m的闸坝工程,坝址区以第四系深厚覆盖层为主,最大厚度达127.66 m,坝基覆盖层自上而下总共分为5层,其变形模量较低,压缩性大,这样的地质条件会使坝与地基产生较大的不均匀沉降,直接影响到闸坝与坝基的稳定安全性,需要开展坝基稳定问题的深入研究。针对上述地质问题,本文选取地质条件最为复杂的右1~#坝段,采用地质力学模型试验方法,全面模拟了坝址区的深厚覆盖层、深层浅层固结灌浆及回填层等加固方案,通过超载法破坏试验,研究了坝与地基的变形分布特征,获得了正常工况下坝体最大竖向位移为7.60 cm,满足规范要求,揭示了破坏机理与破坏形态,提出了超载法试验安全系数为:起裂超载安全系数K_1=1.2,非线性变形超载安全系数K_2=1.6～1.8,极限超载安全系数K_3=2.0～2.4,综合评价了右1~#坝段的安全性。试验成果可对工程的设计、施工和加固方案优化提供参考依据。
|
| 关 键 词： | 丹巴水电站 深厚覆盖层 坝基稳定 地质力学模型 破坏试验 安全系数 |
| 收稿时间： | 2018/3/19 0:00:00 |
Confirmation failure test of 2D Geomechanical model for dam foundation stability of right #1 dam section in Danba Hydropower Station |
| |
| YANG Gengxin,YANG Baoquan,ZHANG Lin,CHEN Yuan and CHEN Jianye.Confirmation failure test of 2D Geomechanical model for dam foundation stability of right #1 dam section in Danba Hydropower Station[J].Journal of Hydraulic Engineering,2018,49(12):1550-1558. |
| |
| Authors: | YANG Gengxin YANG Baoquan ZHANG Lin CHEN Yuan and CHEN Jianye |
| |
| Affiliation: | Guodian Dadu River Hydropower Development Co., Ltd., Chengdu 610000, China;College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China,College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China;State Key Laboratory of Hydraulics and Mountain River Engineering, Chengdu 610065, China,College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China;State Key Laboratory of Hydraulics and Mountain River Engineering, Chengdu 610065, China,College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China;State Key Laboratory of Hydraulics and Mountain River Engineering, Chengdu 610065, China and College of Water Resource & Hydropower, Sichuan University, Chengdu 610065, China;State Key Laboratory of Hydraulics and Mountain River Engineering, Chengdu 610065, China |
| |
| Abstract: | Danba Hydropower Station will be the first gate dam project in China with a dam height of more than 40m on the deep overburden. The dam site area is dominated by deep Quaternary overburden layer with a maximum thickness of 127.66m. The foundation of the retaining right #1 dam section is divid-ed into 5 cover layers with low deformation modulus and large compressibility. Such geological conditions could result in uneven settlement on the dam and foundation, which has a direct impact on the stability and safety of dam foundation. Therefore, further study on the stability of dam foundation is needed. For the above geological problems,this paper selected the right #1 dam section with weak geological conditions as the research object, and the geomechanical model test method was adopted. In the test, the deep over-burden in the dam site was fully simulated. Through the failure test,the deformation distribution characteris-tics of the dam and the foundation are obtained, the maximum vertical displacement of the dam is 7.60cm under the normal water level,which meets the requirements of the specification. The destruction mechanism and the failure mode are revealed. And the dam foundation stability of overloading method test safety coeffi-cients are determined as follows:crack initiation overload safety coefficient K1=1.2, nonlinear deformation safety coefficient K2=1.6~1.8, ultimate overload safety coefficient K3=2.0~2.4. The test results can pro-vide reference for the design,construction and reinforcement design of the project. |
| |
| Keywords: | Danba Hydropower Station thick overburden layer stability of dam foundation geomechanical model failure test safety coefficient |
| 本文献已被 CNKI 等数据库收录！ |
| 点击此处可从《水利学报》浏览原始摘要信息 |
|
点击此处可从《水利学报》下载全文 |
|
