土卡河水电站厂房坝段应力应变研究
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摘要
采用数值模拟方法,对土卡河水电站厂房坝段整体混凝土结构及重点部位(进水口、蜗壳、尾水管)和大坝基础进行了应力应变研究.结果表明:坝顶向下游最大位移1 250cm,坝顶最大沉降1 128cm;地震工况下坝趾出现-0 818MPa的拉应力,坝踵在工况6下出现拉应力;蓄水工况下,进水口底部、蜗壳底部、尾水孔周边均存在极值约为-0 5MPa的拉应力.
Based on the numerical simulation method, a stress-strain and stability analysis was performed on the massive concrete structure and some key parts, including the intake, spiral case, tail pipe, and dam foundation. It is shown that the maximal displacement of the dam top toward downstream is 1.250?cm, the maximal settlement of the dam top is 1.128?cm, the tensile stress occurring in the dam toe is -0.818?MPa in the earthquake case, the tensile stress occurs in the dam heel only in case 6, and the tensile stress with a extreme value of -0.5?MPa exists at the bottom of inlets and spiral cases and the surrounding of tailwater outlets in the impounding case of the reservoir.
Based on the numerical simulation method, a stress-strain and stability analysis was performed on the massive concrete structure and some key parts, including the intake, spiral case, tail pipe, and dam foundation. It is shown that the maximal displacement of the dam top toward downstream is 1.250?cm, the maximal settlement of the dam top is 1.128?cm, the tensile stress occurring in the dam toe is -0.818?MPa in the earthquake case, the tensile stress occurs in the dam heel only in case 6, and the tensile stress with a extreme value of -0.5?MPa exists at the bottom of inlets and spiral cases and the surrounding of tailwater outlets in the impounding case of the reservoir.
引文
[1]孙学智,黎军锋.混凝土重力坝水平位移的数学模型及其变化规律[J].红水河,2001(4):33—36.
[2]迟世春,胡志强,林皋.丰满大坝静动力特性分析[J].世界地震工程,2001(9):91—97.
[3]赵志仁,吴百进,朱化广.潭岭重力坝实测位移分析[J].水利水电工程,1989(4):1—13.
[4]DL5108 1999,混凝土重力坝设计规范[S].
[2]迟世春,胡志强,林皋.丰满大坝静动力特性分析[J].世界地震工程,2001(9):91—97.
[3]赵志仁,吴百进,朱化广.潭岭重力坝实测位移分析[J].水利水电工程,1989(4):1—13.
[4]DL5108 1999,混凝土重力坝设计规范[S].
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