湖南镇水电站设计【含CAD图纸+文档】

9m取R=20m,挑角2.3.3稳定应力计算设计洪水位情况:表2-3溢流坝设计工况下荷载计算成果荷载分项系数垂直力设计值(KN)水平力设计值(KN)对坝底中点力臂(M)力矩设计值(KN.m)名称符号垂直向下垂直向上水平向右水平向左. 逆时针顺时针自重W11.06480 49317520 W21.0156047.8774677.2W31.0139979.516.032243913.8W41.016718.441.75697993.2静水压力P11.0 78109.7 41.4 3231283P21.07867.6 52.39412262.2 P31.0 2594.7 7.6719892.7 扬压力u11.0 24796.7 u21.2 11636.2 47.65 554462.7u31.2 11690 6.15 71893.5动水压力Px1.2 1288.9 24.4 31449.2Py1.25508.3 47.1 259454.1 合计 185525.550702.478109.73883.6 4863439.53309857 134823.1 74226.1 1553582.5 坝趾抗压承载能力极限状态计算γoψS(·)≤R(·)γo=1.1,ψ=0.95,rd1=1.8S(·)=()(1+)=×=3525γoψS(·)=1.1×0.95×3525=3.684M≤R(·)==5.56M满足要求。抗滑稳定验算γoψS(·)≤R(·)γo=1.1,ψ=0.85,rd1=1.2S(·)==74226.11kNR(·)=+=0.83×134823.1+0.3×109.6=111936.1kNγoψS(·)=1.1×0.95×74226.11=77566.28<R(·)=111936.1/1.2=93280.08kN满足要求.坝踵处应力验算y==454k>0满足要求.校核水位情况: