溢流壩穩(wěn)定計算表

1、水位泄量關(guān)系曲線水位(m)-4.3023455.36流量（m3/s）01030214028603620445047105350正常蓄水位時的穩(wěn)定計算荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)力矩(t-m)向下向上向右向左(逆時針)+ (順時針)-自重W1602.171.71023.69水平水壓力PH1202.016.71353.47PH236.132.83102.25泥沙壓力ps155.994.77266.83ps219.782.8355.98揚(yáng)壓力U1157.250U2107.33.08330.48合計602.17264.5525855.911181.921950.78總計向下 33

2、7.62向右 202.084M-768.83設(shè)計水位情況下的穩(wěn)定計算荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)力矩(t-m)(逆時針)+ (順時針)-自重W1602.171.71023.69水平水壓力PH1337.088.042710.12PH2146.635.71837.26垂直水壓力PV115.798.075127.50Pv271.24.5320.40動水壓力Px37.5716.07603.75Py37.510.7327.38泥沙壓力ps155.994.77267.07ps219.782.8356.05揚(yáng)壓力U1316.810U289.683.08276.21合計726.67406

3、.49393.07203.982675.633573.81總計向下 320.18向右 189.14M-898.93校核水位情況下的穩(wěn)定計算荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)力矩(t-m)(逆時針)+ (順時針)-自重W1602.171.71023.69水平水壓力PH1384.928.293190.99PH2187.796.461213.12垂直水壓力PV121.398.08172.83Pv2102.483.9399.67動水壓力Px55.3916.3902.86Py55.390.2212.19泥沙壓力ps155.994.77267.07ps219.782.8356.05揚(yáng)壓力U

4、1358.530U290.843.08279.79合計781.43449.37440.91262.963380.744137.52總計向下 332.06向右 177.94M-756.70計算參數(shù)水位及泄量正常水位(m)6.80對應(yīng)的下泄量(m3/s)0.00對應(yīng)的下游水位(m)-4.80設(shè)計水位(m) 13.523400.003.83校核水位(m) 15.905440.006.08壩型參數(shù)(m)溢流堰長90.31溢流段頂高程6.80壩全長94.41沖砂閘長4.10壩底高程-13.30壩底寬度18.50閘底板高程0.00淤積高程1.00下游河床高程-4.80反弧半徑3.50反弧段夾角148.20

5、反弧段夾角244.80雙龍灣景區(qū)攔河壩穩(wěn)定計算一一、基基本本資資料料與與數(shù)數(shù)據(jù)據(jù)上游設(shè)計水位.12.23m相應(yīng)下游水位上游校核水位.13.87m相應(yīng)下游水位上游設(shè)計水位對應(yīng)的溢流堰下泄流量.3400.000m/s相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v上游校核水位對應(yīng)的溢流堰下泄流量.5440.000m/s相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v溢流堰長.90.31m正常情況相應(yīng)下游水位正常高水位6.80m壩底高程溢流段壩頂高程6.80m壩底寬度B壩頂寬度A2.35m溢流面反弧段半徑溢流壩斷長90.31m溢流面反弧段的夾角1壩線全長94.41m溢流面反弧段的夾角2沖砂閘長4.10m下游溢流壩段壩面起坡

6、點(diǎn)高程上游溢流壩段壩面起坡點(diǎn)高程6.80m水的容重w砌體的容重2.30t/m泥沙的浮容重sb泥沙的干容重1.30t/m淤沙的內(nèi)摩擦角s泥沙的淤積高程-3.80m大壩單寬體積V1砌體與基巖的摩擦系數(shù)0.5大壩單寬體積V2砌體與基巖的摩擦系數(shù)0.9剪切凝聚力，t/m2三三、荷荷載載計計算算正正常常蓄蓄水水情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)自重W18.4729.75128.2027.86155.95.37W2306.0151.39水平水壓力PH1202.016.7PH236.132.83揚(yáng)壓力U1157.250U2107.33.08泥沙壓力24.70863.166666719

7、.780605 2.8333333合計598.589264.55226.71955.910605總計W334.039P170.80804抗穩(wěn)定計算基礎(chǔ)強(qiáng)度計算應(yīng)力計算上游邊緣正應(yīng)力為K=f/W+c/A/Pe=M/W9.349.343.00.30.3B/6K=fW/Pe=M/W1y=W/B+6M/B20.980.98重新計算0.30.30設(shè)設(shè)計計情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)自重W18.4729.75W2306.0151.39水平水壓力PH1311.157.88PH264.983.8垂直水壓力PV112.76m8.075動水壓力1Px09.50Py06.78動水壓力2

8、Px31.3715.93Py31.370.6泥沙壓力24.70863.166666719.780605 2.8333333揚(yáng)壓力U1210.90U2130.73.08合計358.617341.6335.859116.13061總計17.017219.72804抗穩(wěn)定計算基礎(chǔ)強(qiáng)度計算應(yīng)力計算上游邊緣正應(yīng)力為K=f/W+c/A/Pe=M/W5.965.963.088.1688.16重新計算K=fW/Pe=M/W1y=W/B+6M/B20.040.04重新計算88.1688.16重新計算-25.38-25.38重新計算校校核核情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心的力臂(m)自重W18.47

9、29.75W2306.0151.39水平水壓力PH1344.118.08PH295.224.6垂直水壓力PV116.61m8.08動水壓力1Px0.009.50mPy0.006.78動水壓力2Px47.9016.3Py47.900.22泥沙壓力24.70863.166666719.780605 2.8333333揚(yáng)壓力U1255.30U2123.673.08合計379.00378.97368.819162.90總計0.03205.92抗穩(wěn)定計算基礎(chǔ)強(qiáng)度計算應(yīng)力計算上游邊緣正應(yīng)力為K=fW/Pe=M/W1y=W/B+6M/B20 0重新計算 48596.3348596.33重新計算-23-23重

10、新計算K=f/W+c/A/Pe=M/W6.296.292.548596.3348596.33重新計算荷載-1.90m0.50mk1流能比 q單寬流量Z上下游水位差 S116.97m0.9428570.1155237.648114.1316.5317.96m0.951692 0.158758 60.2369613.3718.17-4.80m-13.30m18.50m3.50m48.200.709571 0.666532 0.04303844.800.704634 0.7454766.80m1.450111.00t/m0.90t/m14.0094.90166.5070.00力矩(t-m)(逆時針)

11、+(順時針)-82.61007.67837.18425.360851353.47102.2500330.4878.24404356.045048雙龍灣景區(qū)攔河壩穩(wěn)定計算一一、基基本本資資料料與與數(shù)數(shù)據(jù)據(jù)相應(yīng)下游水位相應(yīng)下游水位相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v正常情況相應(yīng)下游水位壩底高程壩底寬度B溢流面反弧段半徑溢流面反弧段的夾角1溢流面反弧段的夾角2下游溢流壩段壩面起坡點(diǎn)高程水的容重w泥沙的浮容重sb淤沙的內(nèi)摩擦角s大壩單寬體積V1大壩單寬體積V2剪切凝聚力，t/m2三三、荷荷載載計計算算正正常常蓄蓄水水情情況況2085.7452187.5549M-10

12、1.8098下游邊緣正應(yīng)力為11y=W/B-6M/B219.8419.84力矩(t-m)+-82.6425.362451.86246.92103.0400499.724118.8278.24404356.04504800402.561432.50912932.664-1500.155下游邊緣正應(yīng)力為11y=W/B-6M/B227.2227.22力矩(t-m)設(shè)設(shè)計計情情況況校校核核情情況況+-82.6425.362780.410.890753438.01134.130.000780.7710.5478.24404356.04504800380.91927.4533239.55-1312.10下

13、游邊緣正應(yīng)力為11y=W/B-6M/B22323vh15.69079 2.39937615.406 3.909967普通攔河壩穩(wěn)定計算一一、基基本本資資料料與與數(shù)數(shù)據(jù)據(jù)上游設(shè)計水位.13.52m相應(yīng)下游水位3.83m上游校核水位.15.90m相應(yīng)下游水位 6.08m上游設(shè)計水位對應(yīng)的溢流堰下泄流量.3400.000m/s相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v17.90m0.95756上游校核水位對應(yīng)的溢流堰下泄流量.5440.000m/s相應(yīng)水位下反弧段最低點(diǎn)處的平均流速v19.14m0.962074溢流堰長. 90.31m正常情況相應(yīng)下游水位-4.80m正常高水位6.80m壩底高程-13.30

14、m溢流段壩頂高程6.80m壩底寬度B18.50m壩頂寬度A2.35m溢流面反弧段半徑3.50m溢流壩斷長90.31m溢流面反弧段的夾角148.200.709571壩線全長94.41m溢流面反弧段的夾角244.800.704634沖砂閘長4.10m下游溢流壩段壩面起坡點(diǎn)高程6.80m上游溢流壩段壩面起坡點(diǎn)高程6.80m水的容重w1.00t/m砌體的容重2.30t/m泥沙的浮容重sb0.90t/m泥沙的干容重1.30t/m淤沙的內(nèi)摩擦角s14.00泥沙的淤積高程1.00m大壩單寬體積V194.90砌體與基巖的摩擦系數(shù)0.65大壩單寬體積V2166.50砌體與基巖的摩擦系數(shù)0.9剪切凝聚力，t/m2

15、70.00三三、荷荷載載計計算算正正常常蓄蓄水水情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心力矩(t-m)的力臂(m)(逆時針)+(順時針)-自重W1602.171.701023.689水平水壓力PH1202.016.71353.47PH236.132.83102.25揚(yáng)壓力U1157.25000U2107.33.08330.48泥沙壓力55.98534.7666667266.8631319.780605 2.833333356.045048合計602.17264.55257.995 55.9106051181.9841950.8131總計W337.62P202.08467M-768.829

16、1抗穩(wěn)定計算基礎(chǔ)強(qiáng)度計算應(yīng)力計算上游邊緣正應(yīng)力為下游邊緣正應(yīng)力為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設(shè)設(shè)計計情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心力矩(t-m)的力臂(m)+-自重W1602.171.71023.69水平水壓力PH1337.088.042710.12PH2146.635.71837.26垂直水壓力PV115.798.075127.5Pv271.24.5320.4動水壓力2Px37.5116.0760

17、2.7857Py37.510.7327.38泥沙壓力55.98534.7666667266.8631319.780605 2.833333356.045048揚(yáng)壓力U1316.81000U289.683.08276.21合計726.67406.49393.065 203.920612674.66073573.5931總計320.18189.14467-898.9324抗穩(wěn)定計算基礎(chǔ)強(qiáng)度計算應(yīng)力計算上游邊緣正應(yīng)力為下游邊緣正應(yīng)力為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/B21.11.11.05

18、2.812.81033.0733.07校校核核情情況況荷載垂直力(t)水平力(t)對基礎(chǔ)中心力矩(t-m)的力臂(m)+-自重W1602.171.71023.69水平水壓力PH1384.928.293190.990.890753PH2187.796.461213.12垂直水壓力PV121.39m8.08172.72PV2102.483.90m399.672動水壓力Px55.3916.3902.86Py55.390.2212.19泥沙壓力55.98534.7666667266.8631319.780605 2.833333356.045048揚(yáng)壓力U1358.53000U290.843.08279.79合計781.43449.37440.905262.963380.61784137.32總計332.06177.94