溢流坝稳定计算表格文件下载.xls

溢流坝稳定计算表格文件下载.xls

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水位泄量关系曲线水位（m）-4.3023455.36流量（m3/s）01030214028603620445047105350正常蓄水位时的稳定计算荷载垂直力（t）水平力（t）对基础中心的力臂（m）力矩（t-m）向下向上向右向左（逆时针）+自重W1602.171.71023.69水平水压力PH1202.016.7PH236.132.83102.25泥沙压力ps155.994.77ps219.782.8355.98扬压力U1157.250U2107.33.08合计602.17264.5525855.911181.92总计向下337.62向右202.084M设计水位情况下的稳定计算荷载垂直力（t）水平力（t）对基础中心的力臂（m）力矩（t-m）（逆时针）+自重W1602.171.71023.69水平水压力PH1337.088.04PH2146.635.71837.26垂直水压力PV115.798.075127.50Pv271.24.5动水压力Px37.5716.07603.75Py37.510.7327.38泥沙压力ps155.994.77ps219.782.8356.05扬压力U1316.810U289.683.08合计726.67406.49393.07203.982675.63总计向下320.18向右189.14M校核水位情况下的稳定计算荷载垂直力（t）水平力（t）对基础中心的力臂（m）力矩（t-m）（逆时针）+自重W1602.171.71023.69水平水压力PH1384.928.29PH2187.796.461213.12垂直水压力PV121.398.08172.83Pv2102.483.9动水压力Px55.3916.3902.86Py55.390.2212.19泥沙压力ps155.994.77ps219.782.8356.05扬压力U1358.530U290.843.08合计781.43449.37440.91262.963380.74总计向下332.06向右177.94M水平水压力计算参数水位及泄量正常水位（m）6.80对应的下泄量（m3/s）0.00对应的下游水位（m）（顺时针）-设计水位（m）13.523400.00校核水位（m）15.905440.001353.47坝型参数（m）溢流堰长90.31溢流段顶高程6.80坝全长冲砂闸长4.10坝底高程-13.30坝底宽度266.83闸底板高程0.00淤积高程1.00下游河床高程反弧半径3.50反弧段夹角148.20反弧段夹角2330.481950.78-768.83（顺时针）-2710.12320.40267.07276.213573.81-898.93（顺时针）-3190.99力矩（t-m）力矩（t-m）力矩（t-m）399.67267.07279.794137.52-756.70-4.803.836.0894.4118.50-4.8044.80双龙湾景区拦河坝稳定计算一一、基基本本资资料料与与数数据据上游设计水位.12.23m相应下游水位上游校核水位.13.87m相应下游水位上游设计水位对应的溢流堰下泄流量.3400.000m/s相应水位下反弧段最低点处的平均流速v上游校核水位对应的溢流堰下泄流量.5440.000m/s相应水位下反弧段最低点处的平均流速v溢流堰长.90.31m正常情况相应下游水位正常高水位6.80m坝底高程溢流段坝顶高程6.80m坝底宽度B坝顶宽度A2.35m溢流面反弧段半径溢流坝断长90.31m溢流面反弧段的夹角1坝线全长94.41m溢流面反弧段的夹角2冲砂闸长4.10m下游溢流坝段坝面起坡点高程上游溢流坝段坝面起坡点高程6.80m水的容重w砌体的容重2.30t/m泥沙的浮容重sb泥沙的干容重1.30t/m淤沙的内摩擦角s泥沙的淤积高程-3.80m大坝单宽体积V1砌体与基岩的摩擦系数0.5大坝单宽体积V2砌体与基岩的摩擦系数0.9剪切凝聚力，t/m2三三、荷荷载载计计算算正正常常蓄蓄水水情情况况荷载垂直力（t）水平力（t）自重W18.472128.202155.9W2306.015水平水压力PH1202.01PH236.13扬压力U1157.25U2107.3泥沙压力24.708619.78061合计598.589264.55226.71955.91061总计W334.039P170.808抗稳定计算基础强度计算应力计算上游边缘正应力为K=f/W+c/A/Pe=M/W9.349.343.00.30.3B/6K=fW/Pe=M/W1y=W/B+6M/B20.980.98重新计算0.30.3019.8419.84对基础中心力矩（t-m）的力臂（m）+-9.7582.61.39425.367.882451.863.8246.928.075103.049.5006.78015.93499.72410.618.823.16666778.244042.83333356.045050003.08402.561432.5092932.664-1500.15下游边缘正应力为11y=W/B-6M/B2重新计算27.2227.22上游边缘正应力为1y=W/B+6M/B2上游边缘正应力为1y=W/B+6M/B2对基础中心力矩（t-m）的力臂（m）+-9.7582.61.39425.368.082780.410.8907534.6438.018.08134.139.50m0.006.78016.3780.770.2210.543.16666778.244042.83333356.045050003.08380.91927.4533239.55-1312.10下游边缘正应力为11y=W/B-6M/B2重新计算2323上游边缘正应力为1y=W/B+6M/B2Z上下游水位差S1vh14.1316.5315.690792.39937613.3718.1715.4063.909967双龙湾景区拦河坝稳定计算一一、基基本本资资料料与与数数据据上游设计水位.13.52m相应下游水位3.83m上游校核水位.15.90m相应下游水位6.08m上游设计水位对应的溢流堰下泄流量.3400.000m/s相应水位下反弧段最低点处的平均流速v17.90m上游校核水位对应的溢流堰下泄流量.5440.000m/s相应水位下反弧段最低点处的平均流速v19.14m溢流堰长.90.31m正常情况相应下游水位-4.80m正常高水位6.80m坝底高程-13.30m溢流段坝顶高程6.80m坝底宽度B18.50m坝顶宽度A2.35m溢流面反弧段半径3.50m溢流坝断长90.31m溢流面反弧段的夹角148.20坝线全长94.41m溢流面反弧段的夹角244.80冲砂闸长4.10m下游溢流坝段坝面起坡点高程6.80m上游溢流坝段坝面起坡点高程6.80m水的容重w1.00t/m砌体的容重2.30t/m泥沙的浮容重sb0.90t/m泥沙的干容重1.30t/m淤沙的内摩擦角s14.00泥沙的淤积高程1.00m大坝单宽体积V194.90砌体与基岩的摩擦系数0.65大坝单宽体积V2166.50砌体与基岩的摩擦系数0.9剪切凝聚力，t/m270.00三三、荷荷载载计计算算正正常常蓄蓄水水情情况况荷载垂直力（t）水平力（t）对基础中心力矩（t-m）的力臂（m）（逆时针）+（顺时针）-自重W1602.171.701023.689水平水压力PH1202.016.71353.47PH236.132.83102.25扬压力U1157.25000U2107.33.08330.48泥沙压力55.9854.766667266.863119.780612.83333356.04505合计602.17264.5525855.910611181.9841950.813总计W337.62P202.0847M-768.829抗稳定计算基础强度计算应力计算上游边缘正应力为下游边缘正应力为K=f/W+c/A/Pe=M/W7.917.913.02.282.28B/6K=fW/Pe=M/W1y=W/B+6M/B211y=W/B-6M/B21.091.091.052.282.28031.7331.73设设计计情情况况荷载垂直力（t）水平力（t）对基础中心力矩（t-m）的力臂（m）+-自重W1602.171.71023.69水平水压力PH1337.088.042710.12PH2146.635.71837.26垂直水压力PV115.798.075127.5Pv271.24.5320.4动水压力2Px37.5116.07602.7857Py37.510.7327.38泥沙压力55.9854.766667266.863119.780612.83333356.04505扬压力U1316.81000U289.683.08276.21合计726.67406.49393.07203.92062674.6613573.593总计320.18189.1447-898.932抗稳定计算基础强度计算应力计算上游边缘正应力为下游边缘正应力为K=f/W+c/A/Pe=M/W8.378.373.02.812.81B/6K=fW/Pe=M/W1y=W/B+6M/B211y=W/B-6M/B21.11.11.052.812.81033.0733.07校校核核情情况况荷载垂直力（t）水平力（t）对基础中心力矩（t-m）的力臂（m）+-自重W1602.171.71023.69水平水压力PH1384.928.293190.99PH2187.796.461213.12垂直水压力PV121.39m8.08172.72PV2102.483.90m399.672动水压力Px55.3916.3902.86Py55.390.2212.19泥沙压力55.9854.766667266.863119.780612.83333356.04505扬压力U1358.53000U290.843.08279.79合计781.43449.37440.91262.963380.6184137.32总计332.06177.94-756.70抗稳定计算基础强度计算应力计算上游边缘正应力为下游边缘正应力为K=fW/Pe=M/W1y=W/B+6M/B211y=W/B-6M/B21.211.211.002.282.28031.2131.21K=f/W+c/A/Pe=M/W8.968.962.52.282.28B/6k1流能比q单宽流量Z上下游水位差S1vh0.957560.20325937.64819.7017.8213.199812.8521690.9620740.25221160.236969.8220.2013.347274.5130560.7095710.6665320.0430380.7046340.7454761.450110.890753