重力坝计算实例.pptVIP

三、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W1=1/2×24×21×21×0.2×1=1058.4(kN)力臂=28.56/2－2/3×21×0.2=11.48(m)坝顶宽度=(34.8－28.8)×0.7=4.2(m)坝基宽度=34.8×0.7+21×0.2=28.56(m)力矩=1058.4×11.48=12150.432(kN?m)W2=24×4.2×34.8×1=3507.84(kN)力臂=28.56/2－21×0.2－4.2/2=7.98(m)力矩=3507.84×7.98=27992.563(kN?m)W3=1/2×24×28.8×28.8×0.7×1=6967.296(kN)力臂=28.56/2－28.8×0.7×2/3=0.84(m)力矩=－6967.296×0.84=－5852.529(kN?m)回计算简图静水压力计算PH1=1/2×9.81×33×33×1=5341.545(kN)力臂=1/3×33=11.0(m)力矩=－5341.545×11.0=－58756.995(kN?m)PH2=－1/2×9.81×2.1×2.1×1=－21.631(kN)力臂=1/3×2.1=0.7(m)力矩=21.631×0.7=15.142(kN?m)PV1=9.81×(33－21)×21×0.2=494.424(kN)力臂=28.56/2－21×0.2/2=12.18(m)力矩=494.424×12.18=6022.084(kN?m)PV2=1/2×9.81×21×21×0.2=432.621(kN)力臂=28.56/2－21×0.2/3=12.88(m)力矩=432.621×12.88=5572.158(kN?m)PV3=1/2×9.81×2.1×2.1×0.7=15.142(kN)力臂=28.56/2－2.1×0.7/3=13.79(m)力矩=－15.142×13.79=－208.805(kN?m)回计算简图回计算简图力臂=28.56/2－11.1×0.2/3=13.54(m)力矩=80.087×13.54=1084.378(kN?m)力臂=1/3×11.1=3.7(m)PsH=1/2×6.5×11.1×11.1×tan2(45－18/2)=211.374(kN)力矩=－211.374×3.7=－782.084(kN?m)PsV=1/2×6.5×11.1×11.1×0.2=80.087(kN)泥沙压力计算回计算简图浪压力计算计算风速V0=1.5×12=18(m/s)，D=900(m)hL=0.59(m)，Lm=6.88(m)由于gD/V02=27.25，hL=h5%，h1%=1.241h5%=0.737，hZ=0.248。Hcr=0.89，H=33Hcr，且HLm/2，深水波PL=1/4×9.81×6.88×(0.737+0.248)=16.62(kN)力矩=－16.62×33=－548.36(kN?m)回计算简图扬压力计算U1=－9.81×2.1×28.56×1=－588.365(kN)力臂=0(m)力矩=0(kN?m)U2=－9.81×6.9×0.25×(33－2.1)=－522.898(kN)力臂=28.56/2－6.9/2=10.83(m)力矩=－5662.98(kN?m)U3=－9.81×1/2×(28.56－6.9)×0.25×(33－2.1)=－820.722(kN)力臂=2/3×(28.56－6.9)－28.56/2=0.16(m)力矩=－131.32(kN?m)U4=－9.81×1/2×6.9×(1－0.25)×(33－2.1)=－784.346(kN)力臂=28.56/2－1/3×6.9=11.98(m)力矩=－9487.70(kN?m)设计洪水位情况校核洪水位情况重力坝例题二∑MR∑MK∑PR∑WR∑PK∑WK-31807.03-28502.795593.509413.895547.909839.48∑MR∑MK∑PR∑WR∑PK∑WK-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。基本组合偶然组合满足要求满足要求