重力坝计算实例PPT课件

.,1,三、计算实例,.,2,大坝实用剖面图,.,3,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,.,4,坝体自重计算,W1=1/22421210.21=1058.4(kN),力臂=28.56/22/3210.2=11.48(m),坝顶宽度=(34.828.8)0.7=4.2(m),坝基宽度=34.80.7+210.2=28.56(m),力矩=1058.411.48=12150.432(kNm),W2=244.234.81=3507.84(kN),力臂=28.56/2210.24.2/2=7.98(m),力矩=3507.847.98=27992.563(kNm),W3=1/22428.828.80.71=6967.296(kN),力臂=28.56/228.80.72/3=0.84(m),力矩=6967.2960.84=5852.529(kNm),回计算简图,.,5,静水压力计算,PH1=1/29.8133331=5341.545(kN),力臂=1/333=11.0(m),力矩=5341.54511.0=58756.995(kNm),PH2=1/29.812.12.11=21.631(kN),力臂=1/32.1=0.7(m),力矩=21.6310.7=15.142(kNm),PV1=9.81(3321)210.2=494.424(kN),力臂=28.56/2210.2/2=12.18(m),力矩=494.42412.18=6022.084(kNm),PV2=1/29.8121210.2=432.621(kN),力臂=28.56/2210.2/3=12.88(m),力矩=432.62112.88=5572.158(kNm),PV3=1/29.812.12.10.7=15.142(kN),力臂=28.56/22.10.7/3=13.79(m),力矩=15.14213.79=208.805(kNm),回计算简图,.,6,回计算简图,泥沙压力计算,PsH=1/26.511.111.1tan2(4518/2)=211.374(kN),力臂=1/311.1=3.7(m),力矩=211.3743.7=782.084(kNm),PsV=1/26.511.111.10.2=80.087(kN),力臂=28.56/211.10.2/3=13.54(m),力矩=80.08713.54=1084.378(kNm),.,7,回计算简图,浪压力计算,计算风速V0=1.512=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=1/49.816.88(0.737+0.248)=16.62(kN),力矩=16.6233=548.36(kNm),.,8,回计算简图,扬压力计算,U1=9.812.128.561=588.365(kN),力臂=0(m),力矩=0(kNm),U2=9.816.90.25(332.1)=522.898(kN),力臂=28.56/26.9/2=10.83(m),力矩=5662.98(kNm),U3=9.811/2(28.566.9)0.25(332.1)=820.722(kN),力臂=2/3(28.566.9)28.56/2=0.16(m),力矩=131.32(kNm),U4=9.811/26.9(10.25)(332.1)=784.346(kN),力臂=28.56/21/36.9=11.98(m),力矩=9487.70(kNm),.,9,设计洪水位情况,.,10,校核洪水位情况,.,11,重力坝例题二,MR,MK,PR,WR,PK,WK,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,MR,MK,PR,WR,PK,WK,-39477.38,-36208.42,6046.22,9136.94,6002.64,9566.66,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。,.,12,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,.,13,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。,MR,MK,PR,WR,PK,WK,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,MR,MK,PR,WR,PK,WK,-39477.38,-36208.42,6046.22,9136.94,6002.64,9566.66,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,.,14,2）偶然组合,2、坝踵应力校核,.,15,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。,MR,MK,PR,WR,PK,WK,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,MR,