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1、摘要本次设计内容为居乐水利枢纽，坝型选择为混凝土重力坝。整座重力坝主要有非溢流挡水坝段、溢流表孔坝段、溢流底孔坝段和电站厂房坝段。挡水坝段最大断面的底面高程为1901.00米，坝顶高程为1987.70米，防浪墙高1.2米，最大坝高为85.5m，属高坝类型。坝顶宽8米，最优断面的上游坝坡坡率为1:0.2，上游折坡点高程为1956.00米，下游坝坡坡率为1:0.7，下游折坡点高程1974.70m。溢流坝段最大断面的底面高程为1901.00米，堰顶高程1978.08米，溢流堰采用WES曲线设计，直线段坡率为1：0.7，反弧段半径取20米，鼻坎高程取191
2、2.00米，上游坝坡坡率取1：0.2，折坡点高程为1956.00米，上游坝面与WES曲面用1/4椭圆相连。本枢纽溢流堰采用挑流方式消能，挑角取250。止水采用两道紫铜中间加沥青井的形式。坝基防渗处理（主要依据上堵下排的原则），上游帷幕灌浆（两道），下游侧设置排水管。以非溢流挡水坝段为计算选择断面，进行了抗滑稳定分析和应力分析，分别采用单一安全系数法和可靠度理论法计算法进行计算，最终验算满足抗滑稳定，上游坝踵没有出现拉应力，设计剖面合理可行。关键词：非溢流坝，溢流坝，细部构造，地基处理AbstractThisdesigncontentfortheJu
3、leproject,damtypeselectionfortheconcretegravitydam.Agravitydamaremainlynonoverflowdamsectionofspillwaydam,spillway,bottomholedamandpowerhousedamsectionof.Nonoverflowdamsectionofeachof15meterswide,distributedinthedampowerhousedamsectionends;each16meterswide,disposedneartheright
4、bankmainriverbed,outfitmachine3units;thebottomorificeofeachsectionof22meterswide,arrangedinapowerhouseleftmainriverbed;overflowsectionofeachsegmentwidth18meters,isarrangedinthehousemusicrivermainriverbed.Damsectionofmaximumcrosssectionofthebottomsurfaceelevationof1901meters,at
5、elevationof1987.70meters,1.2metershighwall,thedamheightof85.5m,isatypeofdam.Crestwidthof7meters,theoptimalsectionoftheupstreamdamsloperateof1:0.2,theupstreamslopeanglepointto1956meterselevation,downstreamdamsloperateof1:0.7,thedownstreamslopeanglepointelevation1974.70m.Maximum
6、sectionofoverflowdamsectionofthebottomsurfaceelevationof1901meters,1978.08metersheightofweir,weiruseWEScurvedesign,straightsloperateof1:0.7,reversearcradiusof18meters,thenasalsillelevation1912meters,theupstreamdamsloperateand1:0.2,slopeanglepointelevationof1956meters,theupstre
7、amdamsurfaceandWESsurfaceby1/4ellipticconnected.Thehubofoverflowweirski-jumpenergydissipationbywayof250,pickangle.Stopusingtwocopperintermediateasphaltwellsform.Treatmentofdamfoundationseepageprevention(mainlybasedontheprincipleofblockingdrainage),upstreamgroutcurtain(two),ado
8、wnstreamsidedrainagetube.Nonoverflowdamsectionfortheselection
