莫若嘎哈堪达水电站碾压混凝土重力坝基深层抗滑稳定分析  

Analysis on deep layer anti-sliding stability of RCC gravity dam foundation of Moroga Hakanda hydropower station

作　　者：洪振权 HONG Zhenquan(Yunnan Energy Investment International Energy Development Co. , Ltd. , Kunming, Yunnan 650228, China)

机构地区：[1]云南能投对外能源开发有限公司,云南昆明650228

出　　处：《水利建设与管理》2019年第8期9-13,共5页Water Conservancy Construction and Management

摘　　要：莫若嘎哈堪达水电站碾压混凝土重力坝坝基地质条件复杂,为更好掌握坝基面和深层抗滑稳定情况,本文选取4号溢流坝段为典型坝段,通过建立有限元模型,假设4号坝段存在两种滑动的模式,采用有限元法计算坝基深层抗滑稳定情况并进行分析,结果表明:在正常运行工况,4号坝段在两种滑动模式下的强度储备安全系数均为2.20~2.30,均大于混凝土重力坝设计规范值,因此4号坝段坝基满足抗滑稳定性要求,可为工程设计提供技术支持。Moroga Hakanda hydropower station RCC gravity dam foundation has complex geological conditions. No.4 overflow dam section is selected in the paper as typical dam section in order to better grasp the dam foundation surface and deep anti-skid stability condition. It is assumed that No.4 dam section has two sliding modes through establishing a finite element model. The deep anti-sliding stability condition is calculated and analyzed by using the finite element method. The results show that the strength reserve safety coefficient of No.4 dam section in both sliding modes is 2.20~2.30 under normal operating conditions, which is greater than the design specification value of concrete gravity dam. Therefore, the foundation of No.4 dam section meets the requirement of anti-sliding stability, which can provide technical support for engineering design.

关 键 词：碾压混凝土重力坝 有限元法计算 坝基深层抗滑稳定 

分 类 号：TV331[水利工程—水工结构工程]