重力坝计算实例课件

,单击此处编辑母版标题样式,单击此处编辑母版文本样式,第二级,第三级,第四级,第五级,*,单击此处编辑母版标题样式,单击此处编辑母版文本样式,第二级,第三级,第四级,第五级,*,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,W,1,=1/22421210.21=1058.4(kN),力臂,=28.56/2,2/3210.2=11.48(m),坝顶宽度,=(34.8,28.8)0.7=4.2(m),坝基宽度,=34.80.7+210.2=28.56(m),力矩,=1058.411.48=12150.432(kN,m),W,2,=244.234.81=3507.84(kN),力臂,=28.56/2,210.2,4.2/2=7.98(m),力矩,=3507.847.98=27992.563(kN,m),W,3,=1/22428.828.80.71=6967.296(kN),力臂,=28.56/2,28.80.72/3=0.84(m),力矩,=,6967.2960.84=,5852.529(kN,m),回计算简图,静水压力计算,P,H1,=1/29.8133331=5341.545(kN),力臂,=1/333=11.0(m),力矩,=,5341.54511.0=,58756.995(kN,m),P,H2,=,1/29.812.12.11=,21.631(kN),力臂,=1/32.1=0.7(m),力矩,=21.6310.7=15.142(kN,m),P,V1,=9.81(33,21)210.2=494.424(kN),力臂,=28.56/2,210.2/2=12.18(m),力矩,=494.42412.18=6022.084(kN,m),P,V2,=1/29.8121210.2=432.621(kN),力臂,=28.56/2,210.2/3=12.88(m),力矩,=432.62112.88=5572.158(kN,m),P,V3,=1/29.812.12.10.7=15.142(kN),力臂,=28.56/2,2.10.7/3=13.79(m),力矩,=,15.14213.79=,208.805(kN,m),回计算简图,回计算简图,泥沙压力计算,P,sH,=1/26.511.111.1tan,2,(45,18/2)=211.374(kN),力臂,=1/311.1=3.7(m),力矩,=,211.3743.7=,782.084(kN,m),P,sV,=1/26.511.111.10.2=80.087(kN),力臂,=28.56/2,11.10.2/3=13.54(m),力矩,=80.08713.54=1084.378(kN,m),回计算简图,浪压力计算,计算风速,V,0,=1.512=18(m/s),，,D=900(m),h,L,=0.59(m),，,L,m,=6.88(m),由于,gD/V,0,2,=27.25,，,h,L,=h,5%,，,h,1%,=1.241h,5%,=0.737,，,h,Z,=0.248,。,H,cr,=0.89,，,H=33Hcr,，且,HL,m,/2,，深水波,P,L,=1/49.816.88(0.737,+,0.248)=16.62(kN),力矩,=,16.6233=,548.36(kN,m),回计算简图,扬压力计算,U,1,=,9.812.128.561=,588.365(kN),力臂,=0(m),力矩,=0(kN,m),U,2,=,9.816.90.25(33,2.1)=,522.898(kN),力臂,=28.56/2,6.9/2=10.83,(m),力矩,=,5662.98,(kN,m),U,3,=,9.811/2(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),U,4,=,9.811/26.9,(1,0.25)(33,2.1)=,784.346(kN),力臂,=28.56/2,1/36.9,=11.98,(m),力矩,=,9487.70,(kN,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,W,1,1058.40,1058.40,11.48,12150.43,12150.43,W,2,3507.84,3507.84,7.98,27992.56,27992.56,W,3,6967.30,6967.30,-0.84,-5852.53,-5852.53,水平,水压力,P,H1,5341.55,5341.55,-11.00,-58757.00,-58757.00,P,H2,-21.63,-21.63,-0.70,15.14,15.14,垂直,水压力,P,V1,494.42,494.42,12.18,6022.08,6022.08,P,V2,432.62,432.62,12.88,5572.16,5572.16,P,V3,15.14,15.14,-13.79,-208.80,-208.80,泥沙,压力,P,sv,80.09,80.09,13.54,1084.37,1084.37,P,sH,211.37,253.65,-3.70,-782.08,-938.50,浪压力,P,L,16.62,19.94,-33.00,-548.36,-658.04,扬,压,力,浮托力,U,1,-588.36,-588.36,0.00,0.00,0.00,渗透,压力,U,2,-522.90,-627.48,10.83,-5662.98,-6795.58,U,3,-820.72,-984.87,0.16,-131.32,-157.58,U,4,-784.35,-941.22,11.98,-9396.47,-11275.76,9839.48,5547.90,9413.89,5593.50,-28502.79,-31807.03,W,K,P,K,W,R,P,R,M,K,M,R,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,W,1,1058.40,1058.40,11.48,12150.43,12150.43,W,2,3507.84,3507.84,7.98,27992.56,27992.56,W,3,6967.30,6967.30,-0.84,-5852.53,-5852.53,水平,水压力,P,H1,5838.18,5838.18,-11.50,-67139.03,-67139.03,P,H2,-53.42,-53.42,-1.10,58.76,58.76,垂直,水压力,P,V1,556.23,556.23,12.18,6774.84,6774.84,P,V2,432.62,432.62,12.88,5572.16,5572.16,P,V3,37.39,37.39,-13.51,-505.15,-505.15,泥沙,压力,P,sv,80.09,80.09,13.54,1084.37,1084.37,P,sH,211.37,253.65,-3.70,-782.08,-938.50,浪压力,P,L,6.51,7.81,-34.50,-224.51,-269.41,扬,压,力,浮托力,U,1,-924.57,-924.57,0.00,0.00,0.00,渗透,压力,U,2,-527.97,-633.57,10.83,-5717.96,-6861.55,U,3,-828.69,-994.43,0.16,-132.59,-159.11,U,4,-791.96,-950.35,11.98,-9487.70,-11385.24,9566.66,6002.64,9136.94,6046.22,-36208.42,-39477.38,W,K,P,K,W,R,P,R,M,K,M,R,校核洪水位情况,重力坝例题二,M,R,M,K,P,R,W,R,P,K,W,K,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,M,R,M,K,P,R,W,R,P,K,W,K,-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。,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。,M,R,M,K,P,R,W,R,P,K,W,K,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,M,R,M,K,P,R,W,R,P,K,W,K,-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,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。,M,R,M,K,P,R,W,R,P,K,W,K,-31807.03,-28502.79,5593.50,9413.89,5547.90,9839.48,M,R,M,K,P,R,W,R,P,K,W,K,-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,2,）偶然组合,2,、坝踵应力校核,