VIII皇島市桃林口水庫重力壩非溢流壩段設(shè)計(jì)計(jì)算案例目錄TOC\o"1-3"\h\u924皇島市桃林口水庫重力壩非溢流壩段設(shè)計(jì)計(jì)算案例 193221.1壩頂高程 1258341.1.1計(jì)算公式 185411.1.2設(shè)計(jì)水位時(shí)高程計(jì)算 2322871.1.3校核水位時(shí)高程計(jì)算 2199003.2擋水建筑物剖面的擬定 363141.2.1剖面的設(shè)計(jì)原則 321161.2.2基本斷面 338961.2.3實(shí)用剖面 3256711.3荷載計(jì)算 496671.3.1壩的自重 4256051.3.2靜水壓力 648841.3.3揚(yáng)壓力 9129521.3.4浪壓力 12203251.3.4泥沙壓力 13170541.4荷載組合 1464071.5重力壩的穩(wěn)定性分析 2378691.5.1目的 23264211.5.2抗滑穩(wěn)定性驗(yàn)算 23255241.6應(yīng)力分析 2411431.6.1目的與方法 24224291.6.2材料力學(xué)法基本假定 2454531.6.3邊緣應(yīng)力 24288051.6.4應(yīng)力驗(yàn)算 301.1壩頂高程1.1.1計(jì)算公式壩頂與正常水位或校核水位之間的高差可用公式3.1計(jì)算，并娶妻最大值作為壩頂高程：（3.1）式中：—防浪墻頂?shù)秸Ｋ换蛐：怂坏母叨染嚯x；m—波高;m—波浪中心到正常水位或校核水位的高度距離；m—安全加高，m;按照規(guī)范取用，見表3.1按官廳水庫公式計(jì)算：（3.2）（3.3）（3.4）1.1.2設(shè)計(jì)水位時(shí)高程計(jì)算由規(guī)范知：，本次計(jì)算采用1.5倍。已知：因?yàn)?0<23.26<250,所以波高為累計(jì)頻率5%的波高，即：由官廳水庫公式計(jì)算得:1.1.3校核水位時(shí)高程計(jì)算已知：因?yàn)?0<52.34<250,所以波高為累計(jì)頻率5%的波高，即：由官廳水庫公式計(jì)算得:取其最大值，所以桃林口水庫重力壩壩頂高程為158.96m。本次設(shè)計(jì)選用1.2m的防浪墻高程，壩頂高程=158.96-1.2=157.76m，方便計(jì)算，選用158m。3.2擋水建筑物剖面的擬定1.2.1剖面的設(shè)計(jì)原則首先要滿足強(qiáng)度和穩(wěn)定性，然后在此基礎(chǔ)下，要求得到使用方便、結(jié)構(gòu)簡(jiǎn)單、體積最小的截面，以達(dá)到既安全又經(jīng)濟(jì)的目的。為保證大壩安全，工程量小，操作方便，體型優(yōu)化，施工方便，避免了不利的應(yīng)力分布狀態(tài)。1.2.2基本斷面上游壩面設(shè)計(jì)為上部鉛直，下部?jī)A向下游且下部的坡率n=0.15；下游壩坡坡率m=0.7。頂部高程為158m，去掉軟弱巖層之后，壩基面高程為65m。1.2.3實(shí)用剖面壩頂寬度為壩高的，所以此次設(shè)計(jì)的壩頂寬度取為8m。壩底寬度B=0.7～0.9H,本次設(shè)計(jì)取B=0.8H=0.8×93=74.4m所以本次設(shè)計(jì)中，壩高為93m,壩底寬度為74.4m，壩頂寬度為8m,上游壩坡的坡率，下游壩坡的坡率，上游上設(shè)為鉛直，上游的轉(zhuǎn)折點(diǎn)取在壩高1/2處。繪制非溢流壩的剖面圖，如圖3.1所示。圖3.1非溢流壩剖面圖（單位：m）1.3荷載計(jì)算1.3.1壩的自重剖面分為三區(qū)，然后分別進(jìn)行自重計(jì)算：（3.5）式中：—壩體體積，m3；—壩體混凝土的重度圖3.2重力計(jì)算簡(jiǎn)圖則三區(qū)對(duì)壩體中心點(diǎn)的力臂和力矩分別為：1.3.2靜水壓力靜水壓力分為水平壓力和垂直壓力。垂直靜水壓力按水重計(jì)算。當(dāng)水深為H時(shí)，單位寬度上的水平靜水壓力為：(3.6)式中：H—計(jì)算點(diǎn)處的作用水頭，m;—水的重度,常取;圖3.3靜水壓力分布圖根據(jù)靜水壓力分布圖，分別在三種水位情況下計(jì)算對(duì)應(yīng)的靜水壓力。1.當(dāng)水位是正常水位時(shí)：上游壩面：下游壩面：當(dāng)水位是設(shè)計(jì)水位時(shí)：上游壩面：下游壩面：當(dāng)水位是校核水位時(shí)：上游壩面：下游壩面：1.3.3揚(yáng)壓力上浮力及滲流壓力組成揚(yáng)壓力。根據(jù)規(guī)范查得實(shí)體重力壩的。本次設(shè)計(jì)的揚(yáng)壓力計(jì)算圖繪制如下：圖3.4壩底揚(yáng)壓力分布圖根據(jù)揚(yáng)壓力分布圖，分別在三種水位情況下計(jì)算對(duì)應(yīng)的揚(yáng)壓力。當(dāng)水位是正常水位時(shí)：當(dāng)水位是設(shè)計(jì)水位時(shí)：當(dāng)水位是校核水位時(shí)：1.3.4浪壓力在設(shè)計(jì)水位時(shí)：，為深水波在校核水位時(shí)：，為深水波故都按照深水波計(jì)算：（3.7）波浪壓力對(duì)重力壩壩底中點(diǎn)力矩：（3.8）（3.9）（3.10）1.當(dāng)水位是設(shè)計(jì)水位時(shí)：2.當(dāng)水位是校核水位時(shí)：1.3.4泥沙壓力水庫在建成之后，后續(xù)開始慢慢蓄水，隨之水流挾帶的泥沙將越來越多，這就是產(chǎn)生的泥沙壓力。泥沙壓力可按下列公式計(jì)算。1.水平淤沙壓力：（3.11）2.垂直淤沙壓力：（3.12）式中：—泥沙壓力—泥沙的浮容重，—壩段前泥沙淤積厚度，m;—泥沙的內(nèi)摩擦角；對(duì)應(yīng)的力臂和力矩分別為：1.4荷載組合將荷載組合計(jì)算成果匯于以下表格中?；窘M合1：正常蓄水位情況，荷載包括自重+正常水位下靜水壓力+（揚(yáng)壓力）+正常水位下浪壓力+泥沙壓力。表3.3基本組合1（計(jì)揚(yáng)壓力）荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.038118.2838118.2829.41120677.431120677.431.01787.571787.576.3711386.8211386.82垂直水壓力1.02860.622860.6233.796402.8996402.891.01594.951594.9534.8755615.9155615.911.01251.301251.3032.7440967.5640967.56揚(yáng)壓力1.013926.1913926.19000001.21354.361625.2333.244964.7553957.71.25620.596744.717.0739737.5747685.081.22031.542437.8534.5370149.0884178.90浪壓力1.2169.33203.2014620.3417544.42泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)88942.0722932.6841423.681787.5789130.3724733.9842084.761787.57937557.121365205.81944361.521405917.9966009.39↓39636.11→64396.39↓40297.19→427648.69(-)461556.47(-)表3.4基本組合1（不計(jì)揚(yáng)壓力）荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.038118.2838118.2829.41120677.431120677.431.01787.571787.576.3711386.8211386.82垂直水壓力1.02860.622860.6233.796402.8996402.891.01594.951594.9534.8755615.9155615.911.01251.301251.3032.7440967.5640967.56浪壓力1.2169.33203.2014620.3417544.42泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)88942.0741423.681787.5789130.3742084.761787.57937557.121210354.41944361.521220096.3188942.07↓39636.11→89130.37↓40297.19→272797.29(-)275734.79(-)基本組合2：設(shè)計(jì)洪水位情況，荷載包括自重+設(shè)計(jì)水位下靜水壓力+（揚(yáng)壓力）+設(shè)計(jì)水位下浪壓力+泥沙壓力。表3.5基本組合2（計(jì)揚(yáng)壓力）荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.038118.2838118.2829.41120677.431120677.431.05017.65017.610.6753537.7953537.79垂直水壓力1.02860.622860.6233.796402.8996402.891.01594.951594.9534.8755615.9155615.911.03512.323512.3229.73104421.27104421.27揚(yáng)壓力1.023331.8423331.84000001.21101.521321.8233.236570.4643884.551.24571.315485.577.0732319.1638782.991.21652.281982.7434.5357053.2368463.88浪壓力1.2169.33203.2014620.3417544.41泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)91203.0930656.9541423.685017.691391.3932121.9742084.765017.6979708.091399750.97986512.491434681.4360546.14↓36406.08→59269.42↓37067.16→420042.88(-)448168.94(-)荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.038118.2838118.2829.41120677.431120677.431.05017.65017.610.6753537.7953537.79垂直水壓力1.02860.622860.6233.796402.8996402.891.01594.951594.9534.8755615.9155615.911.03512.323512.3229.73104421.27104421.27浪壓力1.2169.33203.2014620.3417544.41泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)91203.0941423.685017.691391.3942084.765017.6979708.091273808.12986512.491283550.0191203.09↓36406.08→91391.39↓37067.16→294100.03(-)297037.52(-)表3.6基本組合2（不計(jì)揚(yáng)壓力）特殊組合1：校核洪水位情況，荷載包括自重+校核水位下靜水壓力+（揚(yáng)壓力）+校核水位下浪壓力+泥沙壓力。表3.7特殊組合1（計(jì)揚(yáng)壓力）荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.040844.8840844.8830.431242909.701242909.701.05697.775697.7711.3764783.6464783.64垂直水壓力1.03073.283073.2833.7103569.54103569.541.01594.951594.9534.8755615.9155615.911.03988.443988.4429.24116621.99116621.99揚(yáng)壓力1.024862.9924862.99000001.21121.121345.3433.237221.1844665.421.24652.655583.187.0732894.2439473.091.21681.682018.0234.5358068.4169682.09浪壓力1.265.7878.945916.987100.38泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)91891.8732318.4444046.735697.7792080.1733809.5344687.105697.77998120.591527721.581004924.991561359.5759573.43↓38348.96→58270.64↓38989.33→529600.99(-)556434.58(-)表3.8特殊組合1（不計(jì)揚(yáng)壓力）荷載及分項(xiàng)系數(shù)力臂(m)垂直荷載水平荷載垂直荷載水平荷載↓↑→←↓↑→←+-+-自重1.03906390632.53127062.18127062.181.0178561785626.2467827.20467827.201.060516.7260516.722.4145240.13145240.13水平水壓力1.040844.8840844.8830.431242909.701242909.701.05697.775697.7711.3764783.6464783.64垂直水壓力1.03073.283073.2833.7103569.54103569.541.01594.951594.9534.8755615.9155615.911.03988.443988.4429.24116621.99116621.99浪壓力1.265.7878.945916.987100.38泥沙壓力1.23136.073763.2810.8734089.0840906.901.2956.481144.7835.5734021.9940826.39合計(jì)91891.8744046.735697.7792080.1744687.105697.77998120.591399537.751004924.991407538.9791891.87↓38348.96→92080.17↓38989.33→401417.16(-)402613.98(-)1.5重力壩的穩(wěn)定性分析1.5.1目的重力壩穩(wěn)定分析的目的是核算重力壩不利面抗滑穩(wěn)定的安全性能。1.5.2抗滑穩(wěn)定性驗(yàn)算本次抗滑穩(wěn)定性驗(yàn)算采用抗剪斷強(qiáng)度公式：(3.13)式中：—荷載（包括揚(yáng)壓力）法向分量的代數(shù)和，kN;—荷載切向分力的代數(shù)和，kN;—壩體壩基之間的抗剪斷摩擦系數(shù)；—壩體壩基之間的抗剪斷凝聚力；—接觸面的面積，m2；A=74.4m2表1.當(dāng)水位是正常水位時(shí)：（基本組合1）2.當(dāng)水位是設(shè)計(jì)水位時(shí)：（基本組合2）3.當(dāng)水位是校核水位時(shí)：（特殊組合1）所以在三種水位情況下，壩體的抗滑穩(wěn)定都滿足要求。1.6應(yīng)力分析1.6.1目的與方法目的：判斷壩體斷面是否安全、經(jīng)濟(jì)合理；并判斷壩址和壩踵處的應(yīng)力是否滿足運(yùn)用期和施工期的要求。方法：本次采用材料力學(xué)法進(jìn)行計(jì)算，校核其強(qiáng)度。1.6.2材料力學(xué)法基本假定1.所使用的材料特點(diǎn)：均質(zhì)、連續(xù)、各項(xiàng)同性。2.地基的變形對(duì)壩體產(chǎn)生的應(yīng)力忽略不計(jì)，壩段彼此之間相互獨(dú)立。3.正應(yīng)力為沿直線分布，別的構(gòu)造對(duì)其不產(chǎn)生應(yīng)力。1.6.3邊緣應(yīng)力圖3.5應(yīng)力計(jì)算簡(jiǎn)圖考慮揚(yáng)壓力時(shí)：①上、下游壩面垂直正應(yīng)力（3.14）（3.15）式中：—上游面垂直正應(yīng)力，kpa;—下游面垂直正應(yīng)力，kpa；—豎直力的總和，kN;—力矩的總和，kN·m;B—計(jì)算截面的長(zhǎng)度，m；B=74.4m。（1）正常蓄水位情況下：設(shè)計(jì)洪水位情況下：校核洪水位情況下：②上、下游面剪應(yīng)力（3.16）（3.17）式中：—上游面剪應(yīng)力，kpa;—下游面剪應(yīng)力，kpa;—上游面水壓力強(qiáng)度，（計(jì)泥沙壓力）；kpa;?！掠蚊嫠畨毫?qiáng)度，kpa;?！嫌蔚膿P(yáng)壓力強(qiáng)度，kpa;—下游的揚(yáng)壓力強(qiáng)度，kpa;n—上游坡率，n=0.15m—下游坡率，m=0.7正常蓄水位情況下：設(shè)計(jì)洪水位情況下：校核洪水位情況下:③上、下游面水平正應(yīng)力（3.18）（3.19）式中：—上游面水平正應(yīng)力，kpa;—下游面水平正應(yīng)力，kpa;正常蓄水位情況下：設(shè)計(jì)洪水位情況下：校核洪水位情況下：④上、下游面主應(yīng)力（3.20）（3.21）（3.22）