重力壩習(xí)題講解(黃嘉秋)ppt課件

1、水工建筑物,黃嘉秋,2016,年,4,月,6,日,重力壩習(xí)題講解,1,基本資料,壩體剖面尺寸如圖,1,該壩為,2,級建筑物,地震烈度,7,度，只考慮水平向地震慣性力,帷幕處揚(yáng)壓力折減系數(shù),0.25,混凝土容重,h,2.4,10,4,N/m,3,f=0.8,f,1.2,c,1MPa,作業(yè),1,2,提交成果,01,各種荷載的計(jì)算成果表,02,沿壩基面抗滑穩(wěn)定計(jì)算成果及結(jié)論,03,不考慮揚(yáng)壓力時(shí)壩基面的邊緣應(yīng)力成果,作業(yè),1,PART ONE,荷載計(jì)算,以單位壩段為研究對象,重力壩荷載計(jì)算,Always,believe that something,wonderful is about to hap

2、pen,1,自重,2,靜水,壓力,3,揚(yáng)壓,力,4,地震,慣性力,作用于重力壩上的荷載主要有,1,壩體及壩上永久設(shè)備的自重；,2,上、下游壩面上的凈水壓,力及溢流壩面上的動(dòng)水壓力；,3,揚(yáng)壓力；,4,淤積于壩前的淤沙壓力；,5,浪壓力；,6,冰,壓力；,7,土壓力；,8,地震作用所產(chǎn)生的地震慣性力、地震動(dòng)水壓力和地震動(dòng)土壓力；,9,其他荷載,重力壩荷載計(jì)算,Always,believe that something,wonderful is about to happen,1,壩體自重,設(shè)壩踵處坐標(biāo)為,0,0,矩形部分自重,W,1,h,V,1,24,9,85,1=18360,kN,，作用點(diǎn),4

3、.5,42.5,，方向,三角形部分自重,W,2,h,V,2,24,1/2,51,68,1,41616,kN,，作用點(diǎn),26,22.67,，方向,壩體總自重,W= W,1,W,2,59976,kN,，作用點(diǎn),19.42,28.74,，方向,重力壩荷載計(jì)算,Always,believe that something,wonderful is about to happen,2,水壓力,1,上游面,水平水壓力,P,上,H,1/2,W,H,1,2,1/2,9.8,80,2,1 =31360,3.14,10,4,KN,方向,2,下游面,水平水壓力,P,下,H,1/2,W,H,2,2,1/2,9.8,15

4、,2,1,1102.5,1.10,10,3,KN,方向,鉛直水壓力,P,下,V,傾斜面上水重,V,W,W,9.8,1/2,15,11.25,1,826.875=0.83,10,3,KN,方向,重力壩荷載計(jì)算,Always,believe that something,wonderful is about to happen,3,壩底揚(yáng)壓力,壩踵處揚(yáng)壓力強(qiáng)度,W,H,1,9.8,80=784 kPa,壩趾處揚(yáng)壓力強(qiáng)度,W,H,2,9.8,15=147 kPa,排水孔幕處揚(yáng)壓力強(qiáng)度,W,H,2,W,H,1,H,2,147+9.8,80-15,306.25kPa,壩底揚(yáng)壓力,浮托力,1,長方形滲透壓

5、力,2,三角形滲透壓力,3,三角形滲透壓力,4,147,306.25,浮托力,U,1,147,60,1=8.82,10,3,KN,長方形滲透壓力,U,2,306.25-147,5,1=796.25=0.80,10,3,KN,三角形,3,滲透壓力,U,3,1/2,55,306.25-147,1=4379.375=4.38,10,3,KN,三角形,4,滲透壓力,U,4,1/2,5,784-306.25)=1194.375=1.19,10,3,KN,784,壩底揚(yáng)壓力U,U,1,U,2,U,3,U,4,15190=1.52,10,4,KN,重力壩荷載計(jì)算,Always,believe that so

6、mething,wonderful is about to happen,4,水平向地震慣性力,F,i,h,G,Ei,i,g,其中，水平向設(shè)計(jì)地震加速度,h,0.1g,地震作用折減系數(shù),0.25,集中在質(zhì)點(diǎn),i,的重力,G,Ei,質(zhì)點(diǎn),i,的動(dòng)態(tài)分布系數(shù),重力壩質(zhì)點(diǎn),i,的動(dòng)態(tài)分布系數(shù),i,i,1,4,1,4,h,4,i,H,n,1,4,G,Ej,h,4,j,1,G,j,H,E,其中,h,i,h,j,為質(zhì)點(diǎn),i,j,的高度,G,Ei,G,Ej,分別為集中在質(zhì)點(diǎn),i,j,的重力,H,為壩高,G,為產(chǎn)生地震慣性力的建筑物總重力,分區(qū)：分為長方體和三角體,2,塊,重力,G,Ea,W,1,1.84,1

7、0,4,KN,質(zhì)點(diǎn),a,的高度,h,a,85/2=42.5m,G,Eb,W,2,4.16,10,4,KN,質(zhì)心,b,的高度,h,b,68/3=22.67m,動(dòng)態(tài)分布系數(shù),42,1,4,5,4,a,1,4,85,1,75,1,4,1,84,10,4,42,4,1,09,1,61,6,10,4,5,85,4,4,16,10,22,67,4,6,10,4,85,同理,b,1.31,結(jié)果,F,a,0.1,9.8,0.25,1.84,10,4,1.61/9.8=7.41,10,2,KN,F,b,0.1,9.8,0.25,4.16,10,4,1.31/9.8=1.36,10,3,KN,重力壩荷載計(jì)算,Al

8、ways,believe that something,wonderful is about to happen,各種荷載計(jì)算成果表,2.10,10,3,PART TWO,沿壩基抗滑穩(wěn)定計(jì)算,沿壩基抗滑穩(wěn)定計(jì)算,Always,believe that something,wonderful is about to happen,02,2.10,10,3,05,f,W,U,K,P,03,抗剪強(qiáng)度公式,抗剪斷強(qiáng)度公式,f,W,U,c,A,K,P,沿壩基抗滑穩(wěn)定計(jì)算,Always,believe that something,wonderful is about to happen,1,基本組合情況

9、（不考慮地震,K=1.201.05,K,3.793.0,2,特殊組合情況（考慮地震,K=1.131.00,抗滑穩(wěn)定,安全系數(shù),K=3.542.3,結(jié)論,基本荷載組合下重力,壩滿足沿壩基面的抗滑穩(wěn)定,結(jié)論,特殊荷載組合下重力,壩滿足沿壩基面的抗滑穩(wěn)定,綜上可知，壩基滿足抗滑穩(wěn)定,PART THREE,壩基面邊緣應(yīng)力,不考慮揚(yáng)壓力,壩基面邊緣應(yīng)力（不考慮揚(yáng)壓力,Always,believe that something,wonderful is about to happen,鉛直向力,W=6.0,10,4,0.83,10,3,6.08,10,4,KN,上下游水壓力強(qiáng)度,p,u,9.8,80=78

10、4kPa,上游,p,d,9.8,15=147kPa,下游,上下游壩面坡度,m,1,0,m,2,51/68=0.75,求合力矩,M,以壩踵為圓心，向右向上為正，求壩體截面形心坐標(biāo),Lorem Ipsum Dolor,Lorem Ipsum Dolor,Sit,68,51,4,5,Sit,9,85,9,17,19,42,Lorem Ipsum Dolor,Sit,Lorem Ipsum Dolor Sit Er,Elit Lamet, Consectetaur,Cillium Adipisicing Pecu,2,x,68,51,Lorem Ipsum Dolor Sit Er,Lorem Ips

11、um Dolor Sit Er,9,85,2,Elit Lamet, Consectetaur,Elit Lamet, Consectetaur,Cillium Adipisicing Pecu,Cillium Adipisicing Pecu,68,68,51,42,5,9,85,3,2,y,28,74,68,51,9,85,2,則壩體截面形心坐標(biāo)為,19.42 , 28.74,壩基面邊緣應(yīng)力（不考慮揚(yáng)壓力,Always,believe that something,wonderful is about to happen,荷載對壩踵,壩趾所在水平截面形心,30,0,的力矩,壩體自重,對水平

12、截面形心的力矩,M,1,6,10,4,30-19.47)=6.32,10,5,KNm,逆時(shí)針,上游面靜水壓力,對水平截面形心的力矩,M,2,-3.14,10,4,85,1/3=-8.37,10,5,KNm,順時(shí)針,Lorem Ipsum Dolor,Lorem Ipsum Dolor,Lorem Ipsum Dolor,3,3,下游水平水壓力,對水平截面形心的力矩,Sit,Sit,M,3,1.10,10,15,1/3=5.5,10,KNm,逆時(shí)針,Sit,Lorem Ipsum Dolor Sit Er,Cillium Adipisicing Pecu,Lorem Ipsum Dolor Si

13、t Er,Cillium Adipisicing Pecu,Lorem Ipsum Dolor Sit Er,Cillium Adipisicing Pecu,Elit Lamet, Consectetaur,Elit Lamet, Consectetaur,下游鉛直水壓力,對水平截面形心的力矩,M,4,-0.83,10,3,30-11.25/3)=-2.18,Elit Lamet, Consectetaur,10,4,KNm,順時(shí)針,水平慣性力,對截面形心的力矩,M,5,-2.09,10,3,28.74=-6.02,10,4,KNm,順時(shí)針,即得,M=M,1,M,2,M,3,M,4,M,5,-28.15,10,4,KNm,逆時(shí)針,壩基面邊緣應(yīng)力（不考慮揚(yáng)壓力,Always,believe that something,wonderful is about to happen,上游邊緣,正應(yīng)力,邊緣剪應(yīng)力,邊緣水平,正應(yīng)力,邊緣主應(yīng)力