溢流坝稳定计算表

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计算参数荷载垂直力(t)水平力(t)对基础中心的力臂(m)力矩(t-m)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)-4.80向下向上向右向左(逆时针)+(顺时针)-水位(m)13.523400.003.83自重W1602.171.71023.69校核水位(m)15.905440.006.08水平水压力PH1202.016.71353.47坝型参数(m)溢流堰长90.31溢流段顶高程6.80坝全长94.41PH236.132.83102.25冲砂闸长4.10坝底高程-13.30坝底宽度18.50泥沙压力ps155.994.77266.83闸底板高程0.00淤积高程1.00下游河床高程-4.80ps219.782.8355.98反弧半径3.50反弧段夹角ψ148.20反弧段夹角ψ244.80扬压力U1157.250U2107.33.08330.48合计602.17264.5525855.911181.921950.78总计向下337.62向右202.084∑M-768.83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)+(顺时针)-自重W1602.171.71023.69水平水压力PH1337.088.042710.12PH2146.635.71837.26垂直水压力PV115.798.075127.50Pv271.24.5320.40动水压力Px37.5716.07603.75Py37.510.7327.38泥沙压力ps155.994.77267.07ps219.782.8356.05扬压力U1316.810U289.683.08276.21合计726.67406.49393.07203.982675.633573.81总计向下320.18向右189.14∑M-898.93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)+(顺时针)-自重W1602.171.71023.69水平水压力PH1384.928.293190.99PH2187.796.461213.12垂直水压力PV121.398.08172.83Pv2102.483.9399.67动水压力Px55.3916.3902.86Py55.390.2212.19泥沙压力ps155.994.77267.07ps219.782.8356.05扬压力U1358.530U290.843.08279.79合计781.43449.37440.91262.963380.744137.52总计向下332.06向右177.94∑M-756.70双龙湾景区拦河坝稳定计算一、基本资料与数据上游设计水位…………………………………………………………..12.23m相应下游水位………………………………………………-1.90m上游校核水位………………………………………………..13.87m相应下游水位……………………………………………0.50mψk1流能比q单宽流量Z上下游水位差S1vh上游设计水位对应的溢流堰下泄流量………………………………………………..3400.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………16.97m0.94285667070.115520296437.648100985514.1316.5315.69078944482.3993758324上游校核水位对应的溢流堰下泄流量………………………………………………..5440.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………17.96m0.95169154220.158757560960.236961576813.3718.1715.40600196773.9099671481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B…………………………………………………………18.50m坝顶宽度A……………………………………………………………2.35m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ψ1…………………………………………………………48.200.70957073650.66653247020.0430382663坝线全长……………………………………………………………94.41m溢流面反弧段的夹角ψ2…………………………………………………………44.800.704634210.7454759997冲砂闸长……………………………………………………………4.10m下游溢流坝段坝面起坡点高程………………………………………………………………………………………6.80m1.4501102096上游溢流坝段坝面起坡点高程………………………………………………………………6.80m水的容重γw………………………………………………………1.00t/m³砌体的容重γ……………………………………………………2.30t/m³泥沙的浮容重γsb………………………………………………0.90t/m³泥沙的干容重……………………………………………………1.30t/m³淤沙的内摩擦角φs……………………………………………14.00°泥沙的淤积高程………………………………………………-3.80m大坝单宽体积V1……………………………………………94.90砌体与基岩的摩擦系数……………………………………………………0.5大坝单宽体积V2……………………………………………166.50砌体与基岩的摩擦系数……………………………………………………0.9剪切凝聚力，t/m^2……………………………………………70.00三、荷载计算正常蓄水情况荷载垂直力(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W18.4729.7582.6128.2027.861007.67155.95.37837.18W2306.0151.39425.36085水平水压力PH1202.016.71353.47PH236.132.83102.25扬压力U1157.25000U2107.33.08330.48泥沙压力24.7086453.166666666778.244042519.7806052.833333333356.0450475合计598.589264.55226.71864555.9106052085.74504752187.5548925总计∑W334.039∑P170.80804∑M-101.809845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/∑W9.34≥3.00.3019.84<［σ］设计情况荷载垂直力(t)水平力(t)对基础中心力矩(t-m)↓↑→←的力臂(m)+-自重W18.4729.7582.6W2306.0151.39425.36水平水压力PH1311.157.882451.86PH264.983.8246.92垂直水压力PV112.76m8.075103.04动水压力1Px09.500Py06.780动水压力2Px31.3715.93499.7241Py31.370.618.82泥沙压力24.7086453.166666666778.244042519.7806052.833333333356.0450475扬压力U1210.9000U2130.73.08402.56合计358.617341.6335.858645116.1306051432.50914752932.6640425总计∑17.017∑219.72804∑-1500.154895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/∑W5.96≥3.088.16重新计算K=f∑W/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B20.04重新计算88.16重新计算-25.38重新计算27.22<［σ］校核情况荷载垂直力(t)水平力(t)对基础中心力矩(t-m)↓↑→←的力臂(m)+-自重W18.4729.7582.6W2306.0151.39425.36水平水压力PH1344.118.082780.410.8907533184PH295.224.6438.01垂直水压力PV116.61m8.08134.13动水压力1Px0.009.50m0.00Py0.006.780动水压力2Px47.9016.3780.77Py47.900.2210.54泥沙压力24.7086453.166666666778.244042519.7806052.833333333356.0450475扬压力U1255.3000U2123.673.08380.9合计379.00378.97368.818645162.901927.45304753239.55总计∑0.03∑205.92∑-1312.10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/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B20重新计算48596.33重新计算-23重新计算23<［σ］K=f/∑W+c/A/∑Pe=∑M/∑W6.29≥2.548596.33重新计算普通拦河坝稳定计算一、基本资料与数据上游设计水位…………………………………………………………..13.52m相应下游水位………………………………………………3.83m上游校核水位………………………………………………..15.90m相应下游水位……………………………………………6.08mψk1流能比q单宽流量Z上下游水位差S1vh上游设计水位对应的溢流堰下泄流量………………………………………………..3400.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………17.90m0.95755969980.203259015337.64810098559.7017.8213.1998137182.8521691131上游校核水位对应的溢流堰下泄流量………………………………………………..5440.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………19.14m0.96207423740.252211158560.23696157689.8220.2013.34726750824.5130556902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B…………………………………………………………18.50m坝顶宽度A……………………………………………………………2.35m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ψ1…………………………………………………………48.200.70957073650.66653247020.0430382663坝线全长……………………………………………………………94.41m溢流面反弧段的夹角ψ2…………………………………………………………44.800.704634210.7454759997冲砂闸长……………………………………………………………4.10m下游溢流坝段坝面起坡点高程………………………………………………………………………………………6.80m1.4501102096上游溢流坝段坝面起坡点高程………………………………………………………………6.80m水的容重γw………………………………………………………1.00t/m³砌体的容重γ……………………………………………………2.30t/m³泥沙的浮容重γsb………………………………………………0.90t/m³泥沙的干容重……………………………………………………1.30t/m³淤沙的内摩擦角φs……………………………………………14.00°泥沙的淤积高程………………………………………………1.00m大坝单宽体积V1……………………………………………94.90砌体与基岩的摩擦系数……………………………………………………0.65大坝单宽体积V2……………………………………………166.50砌体与基岩的摩擦系数……………………………………………………0.9剪切凝聚力，t/m^2……………………………………………70.00三、荷载计算正常蓄水情况荷载垂直力(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55.98527224.7666666667266.8631308219.7806052.833333333356.0450475合计602.17264.55257.995272255.9106051181.98404751950.81313082总计∑W337.62∑P202.0846672∑M-768.82908332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/∑W7.91≥3.02.28031.73<［σ］设计情况荷载垂直力(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55.98527224.7666666667266.8631308219.7806052.833333333356.0450475扬压力U1316.81000U289.683.08276.21合计726.67406.49393.0652722203.9206052674.66074753573.59313082总计∑320.18∑189.1446672∑-898.93238332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/∑W8.37≥3.02.81033.07<［σ］校核情况荷载垂直力(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PH1384.928.293190.990.8907533184PH2187.796.461213.12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55.98527224.7666666667266.8631308219.7806052.833333333356.0450475扬压力U1358.53000U290.843.08279.79合计781.43449.37440.9052722262.963380.61784754137.32总计∑332.06∑177.94∑-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=f∑W/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B21.21≥1.002.28031.21<［σ］K=f/∑W+c/A/∑Pe=∑M/∑W8.96≥2.52.28