土卡水电站坝后式厂房结构应力及稳定性研究
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摘要
土卡水电站厂房为坝后式厂房,大坝和厂房底板联成一体,厂房内部进水口、涡壳、尾水管等空间结构复杂,加之下游尾水位很高,因而受力情况复杂。本文采用数值模拟方法,对土卡水电站厂房坝段整体混凝土结构及重点部位(进水口、涡壳、尾水管)和大坝基础进行了应力应变及稳定性研究。结果表明:坝顶向下游变位最大1.25cm,坝顶沉降最大-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、涡壳底部、尾水孔周边均存在极值约为-0.5MPa的拉应力;正常蓄水工况下,坝体的整体强度储备抗滑安全系数为Kc=3.8,满足抗滑稳定性要求。
The powerhouse of Tuka hydro-project is behind the dam,and the dam and powerhouse form one global structure.Due to the complexity of the spatial structure of the intake,spinal casing and tailwater outlet with high lever of tailwater,the working condition of the dam block is very complex.This paper adopts numerical method to study the stress,displacement and stability of the massive concrete structure including the intake,spinal casing and tailwater outlet and dam foundation.Some conclusions can be drawn as follows:the maximum displacement of the crest along river is up to 1.25 cm while the maximum settlement of the crest is -1.128 cm.In earthquake case,tensile stress which is -0.818 MPa occurs in the toe,and there is tensile stress in the heel only in case 6.And also,there is tensile stress about -0.5 MPa which occurs in the bottom of intake,spinal casing and tailwater outlet.In working case,the anti-slide safety factor is 3.8 and the safety of the dam is satisfied.
The powerhouse of Tuka hydro-project is behind the dam,and the dam and powerhouse form one global structure.Due to the complexity of the spatial structure of the intake,spinal casing and tailwater outlet with high lever of tailwater,the working condition of the dam block is very complex.This paper adopts numerical method to study the stress,displacement and stability of the massive concrete structure including the intake,spinal casing and tailwater outlet and dam foundation.Some conclusions can be drawn as follows:the maximum displacement of the crest along river is up to 1.25 cm while the maximum settlement of the crest is -1.128 cm.In earthquake case,tensile stress which is -0.818 MPa occurs in the toe,and there is tensile stress in the heel only in case 6.And also,there is tensile stress about -0.5 MPa which occurs in the bottom of intake,spinal casing and tailwater outlet.In working case,the anti-slide safety factor is 3.8 and the safety of the dam is satisfied.
引文
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[3] 徐志英.岩石力学[M].北京:中国水利水电出版社,1993.
[4] 陆述远.岩基重力坝抗滑稳定分析.水工建筑物专题[M].北京:水利电力出版社,1995.16 78
[5] 常晓林,陆述远.重力坝失稳准则及稳定审查方法研究[J].武汉水利电力学院学报,1991,24(4):369 375.
[6] 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.
[7] 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.
[8] 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.
[9] DL5108 1999,混凝土重力坝设计规范[S].
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