重力坝计算实例

重力坝计算实例重力坝计算实例大坝实用剖面图荷载计算简图坝体自重计算静水压力泥沙压力浪压力计算扬压力计算坝体自重计算WW1 1=1/22421210.21=1058.4(kN)=1/22421210.21=1058.4(kN)力臂力臂=28.56/2=28.56/22/3210.2=11.48(m)2/3210.2=11.48(m)坝顶宽度坝顶宽度=(34.8=(34.828.8)0.7=4.2(m)28.8)0.7=4.2(m)坝基宽度坝基宽度=34.80.7+210.2=28.56(m)=34.80.7+210.2=28.56(m)力矩力矩=1058.411.48=12150.432(kN=1058.411.48=12150.432(kN m)m)WW2 2=244.234.81=3507.84(kN)=244.234.81=3507.84(kN)力臂力臂=28.56/2=28.56/2210.2210.24.2/2=7.98(m)4.2/2=7.98(m)力矩力矩=3507.847.98=27992.563(kN=3507.847.98=27992.563(kN m)m)WW3 3=1/22428.828.80.71=6967.296(kN)=1/22428.828.80.71=6967.296(kN)力臂力臂=28.56/2=28.56/228.80.72/3=0.84(m)28.80.72/3=0.84(m)力矩力矩=6967.2960.84=6967.2960.84=5852.529(kN5852.529(kN m)m)回计算简图静水压力计算P PH1H1=1/29.8133331=5341.545(kN)=1/29.8133331=5341.545(kN)力臂力臂=1/333=11.0(m)=1/333=11.0(m)力矩力矩=5341.54511.0=5341.54511.0=58756.995(kN58756.995(kN m)m)P PH2H2=1/29.812.12.11=1/29.812.12.11=21.631(kN)21.631(kN)力臂力臂=1/32.1=0.7(m)=1/32.1=0.7(m)力矩力矩=21.6310.7=15.142(kN=21.6310.7=15.142(kN m)m)P PV1V1=9.81(33=9.81(3321)210.2=494.424(kN)21)210.2=494.424(kN)力臂力臂=28.56/2=28.56/2210.2/2=12.18(m)210.2/2=12.18(m)力矩力矩=494.42412.18=6022.084(kN=494.42412.18=6022.084(kN m)m)P PV2V2=1/29.8121210.2=432.621(kN)=1/29.8121210.2=432.621(kN)力臂力臂=28.56/2=28.56/2210.2/3=12.88(m)210.2/3=12.88(m)力矩力矩=432.62112.88=5572.158(kN=432.62112.88=5572.158(kN m)m)P PV3V3=1/29.812.12.10.7=15.142(kN)=1/29.812.12.10.7=15.142(kN)力臂力臂=28.56/2=28.56/22.10.7/3=13.79(m)2.10.7/3=13.79(m)力矩力矩=15.14213.79=15.14213.79=208.805(kN208.805(kN m)m)回计算简图回计算简图泥沙压力计算P PsHsH=1/26.511.111.1tan=1/26.511.111.1tan2 2(45(4518/2)=211.374(kN)18/2)=211.374(kN)力臂力臂=1/311.1=3.7(m)=1/311.1=3.7(m)力矩力矩=211.3743.7=211.3743.7=782.084(kN782.084(kN m)m)P PsVsV=1/26.511.111.10.2=80.087(kN)=1/26.511.111.10.2=80.087(kN)力臂力臂=28.56/2=28.56/211.10.2/3=13.54(m)11.10.2/3=13.54(m)力矩力矩=80.08713.54=1084.378(kN=80.08713.54=1084.378(kN m)m)回计算简图浪压力计算计算风速计算风速V V0 0=1.512=18(m/s)=1.512=18(m/s)，D=900(m)D=900(m)h hL L=0.59(m)=0.59(m)，L Lmm=6.88(m)=6.88(m)由于由于gD/VgD/V0 02 2=27.25=27.25，h hL L=h=h5%5%，h h1%1%=1.241h=1.241h5%5%=0.737=0.737，h hZ Z=0.248=0.248。H Hcrcr=0.89=0.89，H=33HcrH=33Hcr，且，且HLHLmm/2/2，深水波，深水波P PL L=1/49.816.88(0.737=1/49.816.88(0.737+0.248)=16.62(kN)0.248)=16.62(kN)力矩力矩=16.6233=16.6233=548.36(kN548.36(kN m)m)回计算简图扬压力计算U U1 1=9.812.128.561=9.812.128.561=588.365(kN)588.365(kN)力臂力臂=0(m)=0(m)力矩力矩=0(kN=0(kN m)m)U U2 2=9.816.90.25(339.816.90.25(332.1)=2.1)=522.898(kN)522.898(kN)力臂力臂=28.56/2=28.56/26.9/2=10.83(m)(m)力矩力矩=5662.98(kN(kN m)m)U U3 3=9.811/2(28.569.811/2(28.566.9)0.25(336.9)0.25(332.1)=2.1)=820.722(kN)820.722(kN)力臂力臂=2/3(28.56=2/3(28.566.9)6.9)28.56/228.56/2=0.16(m)(m)力矩力矩=131.32(kN(kN m)m)U U4 4=9.811/26.99.811/26.9(10.25)(330.25)(332.1)=2.1)=784.346(kN)784.346(kN)力臂力臂=28.56/2=28.56/21/36.91/36.9=11.98(m)(m)力矩力矩=9487.70(kN(kN m)m)荷载作用标准值作用设计值力臂(m)弯矩标准值(kNm)弯矩设计值(kNm)垂直荷载(kN)水平荷载(kN)垂直荷载(kN)水平荷载(kN)自重W11058.401058.4011.4812150.4312150.43W23507.843507.847.9827992.5627992.56W36967.306967.30-0.84-5852.53-5852.53水平水压力PH15341.555341.55-11.00-58757.00-58757.00PH2-21.63-21.63-0.7015.1415.14垂直水压力PV1494.42494.4212.186022.086022.08PV2432.62432.6212.885572.165572.16PV315.1415.14-13.79-208.80-208.80泥沙压力Psv80.0980.0913.541084.371084.37PsH211.37253.65-3.70-782.08-938.50浪压力PL16.6219.94-33.00-548.36-658.04扬压力浮托力U1-588.36-588.360.000.000.00渗透压力U2-522.90-627.4810.83-5662.98-6795.58U3-820.72-984.870.16-131.32-157.58U4-784.35-941.2211.98-9396.47-11275.769839.485547.909413.895593.50-28502.79-31807.03WKPKWRPRMKMR设计洪水位情况荷载作用标准值作用设计值力臂(m)弯矩标准值(kNm)弯矩设计值(kNm)垂直荷载(kN)水平荷载(kN)垂直荷载(kN)水平荷载(kN)自重W11058.401058.4011.4812150.4312150.43W23507.843507.847.9827992.5627992.56W36967.306967.30-0.84-5852.53-5852.53水平水压力PH15838.185838.18-11.50-67139.03-67139.03PH2-53.42-53.42-1.1058.7658.76垂直水压力PV1556.23556.2312.186774.846774.84PV2432.62432.6212.885572.165572.16PV337.3937.39-13.51-505.15-505.15泥沙压力Psv80.0980.0913.541084.371084.37PsH211.37253.65-3.70-782.08-938.50浪压力PL6.517.81-34.50-224.51-269.41扬压力浮托力U1-924.57-924.570.000.000.00渗透压力U2-527.97-633.5710.83-5717.96-6861.55U3-828.69-994.430.16-132.59-159.11U4-791.96-950.3511.98-9487.70-11385.249566.666002.649136.946046.22-36208.42-39477.38WKPKWRPRMKMR校核洪水位情况重力坝例题二MRMKPRWRPKWK-31807.03-28502.795593.509413.895547.909839.48MRMKPRWRPKWK-39477.38-36208.426046.229136.946002.649566.66设计洪水位情况校核洪水位情况单一安全系数法：基本组合偶然组合两种组合下均满足抗滑稳定安全要求。分项系数极限状态设计法：基本组合偶然组合满足要求满足要求重力坝例题三基本资料见例题一若该重力坝选用C10砼，其抗压强度标准值为10Mpa，其材料性能分项系数为2.0。结构系数采用3.0。用分项系数极限状态设计方法校核坝趾和坝踵的应力是否满足要求。MRMKPRWRPKWK-31807.03-28502.795593.509413.895547.909839.48MRMKPRWRPKWK-39477.38-36208.426046.229136.946002.649566.66设计洪水位情况校核洪水位情况1、坝趾强度校核1）基本组合2）偶然组合2、坝踵应力校核重力坝例题三基本资料见例题一若该重力坝选用C10砼，其抗压强度标准值为10Mpa，其材料性能分项系数为2.0。结构系数采用3.0。用分项系数极限状态设计方法校核坝趾和坝踵的应力是否满足要求。MRMKPRWRPKWK-31807.03-28502.795593.509413.895547.909839.48MRMKPRWRPKWK-39477.38-36208.426046.229136.946002.649566.66设计洪水位情况校核洪水位情况1、坝趾强度校核1）基本组合2）偶然组合2、坝踵应力校核结束语结束语谢谢大家聆听！谢谢大家聆听！17