水利樞紐重力壩畢業(yè)設計 某某重力壩畢業(yè)設計某某水電站位于貴州省東北部沿河縣境內，系烏江電站樞紐為二等工程,主要水工建筑物為二級建筑物。此工第一部分設計說明書1基本資料某某水電站位于貴州省東北部沿河縣境內，系烏江干流規(guī)劃開發(fā)的級，上游烏江流域地勢由西南向東北傾斜，東西向高差大，流域面積87900平方公里，在貴全年多年平均6.47.721.624.928.027.724.08.5極端最高24.628.632.735.639.139.941.642.038.436.632.725.242.0相應日期060808058/8相應年份極端最低-5.4-3.10.09.07.0-0.3-3.5-5.4相應日期08020804相應年份項目全年地面均溫7.18.524.227.932.632.427.020.39.0極端最高37.538.551.055.862.965.070.273.267.555.843.441.555.2極端最低-6.4-6.8-3.70.88.44.3-1.4-9.13.75cm平均7.48.522.726.630.430.626.220.19.510cm平均7.98.822.426.330.230.526.420.315cm平均8.29.022.326.029.830.426.520.720cm平均8.79.322.225.629.530.026.321.0平均水溫20.621.723.323.722.520.0注：表中地溫為沿河站統(tǒng)計，水溫因沿河站無水溫觀測資料，根據(jù)上游思南水文站統(tǒng)計。壩址處河床狹窄,（普通洪水流量時）死河灘，壩址附砂巖。左岸風化較嚴重，深達3~4m，且夾有頁巖。水1mm2正常蓄水位時34下正常蓄水位以52樞紐布置根據(jù)某某水電站以發(fā)電為主，兼顧航運、防洪及灌溉工程等別工程規(guī)模分等指標水庫總庫容（億米3）灌溉面積（萬畝）水電站裝機容量（萬千瓦）保護城鎮(zhèn)及工礦區(qū)保護農(nóng)田面積（萬畝）一大（1）型>10特別重要城市、工礦區(qū)>500>150>120二大（2）型10～1重要城市、工礦區(qū)500~100150~50120～30三1～0.1中等城市、工礦區(qū)100~3050~530～5四?。?）型0.1～0.01一般城鎮(zhèn)、工礦區(qū)30~55~0.55~1五小（2）型0.01～0.001<0.5工程等級主要建筑物次要建筑物Ⅰ13Ⅱ23Ⅲ34Ⅳ45Ⅴ55 少單寬流量，以便泄洪安全可靠，上下游流態(tài)好，不致沖淘壩基和其他建筑物的基礎，其流態(tài)和沖淤不致3洪水調節(jié)圖3.1校核洪水過程線圖3.2設計洪水過程線項目水工建筑物級別12345設計1000~500500~100100~5050~3030~20校核土石壩10000~50005000~20002000~10001000~300300~200壩5000~20002000~10001000~500500~200200~100本水庫的設計標準為500年，校核標準為2000年，某某水庫洪水調節(jié)除保證/2(m3/s)式中：Q溢——溢流流量，單位為m3/s；b——過水斷面寬度，單位為m；ε——側收縮系數(shù)，根據(jù)閘墩厚度及墩頭形狀而定，ε在（0.9~0.95）H0——堰頂全水頭，單位為m。b)時段平均入庫流量：由前、后時的入庫洪水量e)時段內水庫水量變化ΔV：由“時段平均入庫流量”-“時段平均下泄流量”11,q2——分別為計算時段初、末的下瀉流量（m32——分別為計算時段初、末的水庫的蓄水量（m3利用q溢=nbεm可求出一個對應的下瀉流量，即可求出該對應時段由初始的調洪下泄流量q1可以在輔助圖線上查的的值利用水量平衡公式的變形公式可求的再在輔助圖形上查的相應的q2，同理可求的q3，q4,q5堰頂高程(m)孔口尺寸(m)孔數(shù)方案一34716×189方案二34516×208注：表示孔口尺寸(m)(寬×高)，即寬m，高m頻率項目設計洪水(0.2%)校核洪水(0.05%)方案一144最大泄量(m3/s)23075.2225709.21水庫最高水位(m)365.82366.95方案二128最大泄量(m3/s)23051.6125624.3水庫最高水位(m)365.61366.71上游水位(m)最大下泄流量(m3/s)下游水位(m)正常365.0287設計365.6123051.61287校核366.7125624.32874非溢流壩剖面設計壩頂高程由靜水位+相應情況下的風浪涌高和安全超高定出。即▽=靜水位+程；hz為波浪中心線超出靜水位的高度；hc為安全超高。）計算情況庫水位(m)吹程(km)計算風速(m/s)設計情況365.61校核情況376.8水工建筑物安全級別ⅠⅡⅢ水工建筑物級別（2，3）（4，5）設計情況0.70.50.4校核情況0.50.40.3計算情況hz（m）hc（m）壩頂高程▽設計情況0.590.52.4367.71校核情況0.610.20.4368.05上游起坡點位置應結合應力控制標準和發(fā)電引水壩頂寬度，結合壩的基本剖面得到（最常用的是基本剖面），滑動面選擇的基本原則：研究壩基地質條件和壩體剖由已知基本資料知，壩址處為震旦紀砂巖。左岸風化較嚴重，深達3~4m，壩體建基面抗滑穩(wěn)定根據(jù)規(guī)范規(guī)定，按抗剪斷強Ks'——抗滑穩(wěn)定安全系數(shù)，不小于下表的規(guī)定：荷載組合1'Ks基本組合3.03.0特殊組合2.52.3ΣW——作用于接觸面上豎直方向的合力，kN;ΣP——作用于接觸面上水平方向的合力，kN;f'——抗剪斷摩擦系數(shù)；A——計算截面面積；抗滑穩(wěn)定安全系數(shù)設計校核K’3.21(>3.0)3.13(>2.5)366.08.8m-280m=88.05m在2、視壩段為固接于地基上的懸臂梁，不考慮3、假定壩體水平截面上的正應力σy按直線分布，不考慮廊道等對壩體應力的1、水平截面上的正應力σy，因為假定正應力σy按直線分布，所以按偏心受壓公式σyu=；σyd=來計算上下游邊緣應力，其中：ΣW——作用于計算截面以上全部荷載的鉛直分力的合力，kN;ΣM——作用于計算截面以上全部荷載對截面垂直水流流向形心軸的力矩總B——計算截面的長度，2、剪應力ττu=(Puσyu)nPu——上游面水壓力強度,n——下游壩坡坡率Pd——上游面水壓力強度,m——上游壩坡坡率3、水平正應力σxσxu=Pu-τunσxd=Pd+τdmσ1u=（1+n2）σyu-Pun2σ2u=Puσ1d=（1+m2）σyd-Pdm2σ2d=Pd應力計算結果如下以下應力單位均為KPa）σyu和σyd、②剪應力τu，τd、③水平正應力σxu,σxd、④第一主應力σ1u,σ1d、⑤5.溢流壩段設計溢洪道的條件，加上選擇了混凝土重力壩，孔堰頂高程為345m，孔口凈寬8×16=128m，設計洪水位為3根據(jù)《混凝土重力壩設計規(guī)范》和《水力學》上冊，將堰面曲線設計為“WES”定型設計水頭Hd按堰頂最大作用水頭HZmax的75%~95%計算（m考慮到在此時在校核洪水位閘門全開時產(chǎn)生負壓，但在允的坐標為(xc,yc)：閘墩厚D=5m，墩長32m，頭部為半圓形，在距壩軸線1.5m處采用半徑為在閘墩尾部設置“Y”型寬尾墩，利用寬尾墩的于壩面水流與空氣的接觸面積大大增加，因而水(a)寬尾墩閘室內水面逐漸壅高，水面切線與壩面的夾角α也逐6細部構造設計圖6.1壩頂布置上游側（中心點）距上游壩面的距離為0.05-0.1倍的作用水頭，7.14m。形狀：城門洞形，底寬2.5m，高3.5m，內部上游側集水井。平行于壩軸線方向廊道向兩岸沿地形逐漸基礎灌漿廊道的斷面采用上圓下方的城門洞形，尺寸為2.5m×3.5m（寬×高）圖6.2基礎灌漿廊道圖6.3檢查排水廊道圖6.4廊道布置圖混凝土澆筑塊厚度一般為1.5-4m本工程取4m，在靠近基巖須用風水槍或壓力水沖洗施工縫面上的浮渣灰土和水泥6.5壩體分縫），上游面采用兩道止水金屬片，中間設一瀝青井1m，第二道止水片下游設排水孔和檢查井，井中設有攀梯。溢流壩下游面用熱浸的“Ω”形。瀝青井：內徑為20cm的圓形，井底埋入巖基內。井內瀝青收縮開裂或與井壁脫離開時可加熱恢復其圖6.6橫縫止水布置基礎排水系統(tǒng)包括排水孔幕和基面排水。排水孔幕距灌漿帷幕下游面約0.5~最低建基面高程280m；兩岸壩段以弱風化至微風化帶作建向穩(wěn)定性，沿岸坡開挖成臺階狀,左岸岸坡傾角較大,為了壩斜坡上按壩體的分段開挖成臺階,臺階宜位于壩體橫縫部位角或高差甚大的陡坡,以免壩體發(fā)生集中應力或使壩體混合。同時還應注意邊坡走向與節(jié)理一致時，邊坡抗剪強度，降低基巖的滲透性，在壩基和消孔，孔距3m，利用高壓灌漿填塞基巖內的裂縫和孔隙等入相對抗水層頂板以下20m控制，河床部位帷幕一般深40圖6.6重力壩分區(qū)圖以免引起應力集中或產(chǎn)生溫度裂縫。分區(qū)厚度一般不小于2～于兩級，否則在澆筑塊內部因兩種.混凝土的性質相差過大，第二部分設計計算書1.調洪演算1.2調洪演算的基本原理和方法B——過水斷面寬度，單位為m；ε——局部水頭損失系數(shù)；H——堰頂全水頭，單位為m。(c)本次調洪計算采用《水能規(guī)劃》書中介紹的列表試算法11,q2——分別為計算時段初、末的下瀉流量（m32——分別為計算時段初、末的水庫的蓄水量（m3q溢=nbεm(m3/s)式中：q溢——溢流流量，單位為m3/s；b——過水斷面寬度，單位為m；ε——側收縮系數(shù)，根據(jù)閘墩厚度及墩頭形狀而定，ε在（0.9~0.95）H0——堰頂全水頭，單位為m。b)時段平均入庫流量：由前、后時的入庫洪水量e)時段內水庫水量變化ΔV：由“時段平均入庫流量”-“時段平均下泄流量”g)本設計采用半圖解法進行計算，利用q溢=nbεm可求出一個對應由初始的調洪下泄流量q1可以在輔助圖線上查的的值利用水量平衡公式的變形公式可求的再在輔助圖形上查的相應的q2，同理可求的q3，q4,q5堰頂高程(m)孔口尺寸(m)孔數(shù)方案一34716×189方案二34516×208注：表示孔口尺寸(m)(寬×高)，即寬m，高m計算下泄流量，其中ε=0.9，g=9.8,流量系數(shù)m=0.5,根據(jù)以上數(shù)據(jù)和不同的堰水位m庫容(億m3)下泄流量q(m3/s)3473.630.003483.79286.883493.96811.423504.131490.683514.322295.053524.513207.443534.714216.283544.915313.133555.136491.393565.357745.813575.589072.003585.8110466.273596.0611925.453606.3113446.773616.5715027.793626.8416666.333637.1218360.443647.4020108.353657.7021908.463668.0023759.293678.3225659.493688.6427607.813698.9829603.093709.3231644.253719.6733730.2837210.0335860.2337310.4038033.2237410.7840248.4137511.1842505.0137611.5944802.2737712.0147139.4937812.4549516.0037912.8851931.16水位庫容下泄流量q3453.32710.003463.4771255.013473.6317721.273483.79201325.053493.95932040.053504.13472851.053514.31813747.813524.50864722.783534.70665770.133544.91236885.163555.12608064.003565.34779303.353575.577310600.403585.814711952.693596.060013358.033606.313314814.513616.574016320.393626.842017874.093637.118219474.183647.403621119.373657.698822808.443668.003924540.283678.318226313.863688.642028128.223698.975329982.473709.318231875.763719.670133807.3037210.031035776.3637310.401737782.2337410.783439824.2437511.177041901.7737611.587144014.2337712.012946161.0337812.447748341.6537912.884850555.56方案一：計算中V取溢洪道堰頂以上庫容，計算時段取△t=3h。水庫設計洪水單輔助曲線計算表，堰寬144m計算過程見下表水位Z(M)庫容v（億m3）堰上庫容V△2Vq 3473.630.000.000.000.000.003483.790.161484.36286.88143.441627.803493.960.333033.17811.42405.713438.883504.130.504657.411490.68745.345402.753514.320.696355.252295.051147.537502.783524.510.888119.313207.441603.729723.033534.719952.324216.282108.1412060.463544.9111857.015313.132656.5614513.573555.1313836.116491.393245.7017081.813565.3515889.307745.813872.9019762.213575.5818014.769072.004536.0022550.763585.812.1820212.9810466.275233.1425446.113596.062.4322484.4411925.455962.7328447.163606.312.6824829.6313446.776723.3931553.023616.572.9427243.2715027.797513.8934757.163626.843.2129725.0216666.338333.1638058.193637.123.4932282.8318360.449180.2241463.053647.403.7734924.6220108.3510054.1744978.803657.704.0737658.3321908.4610954.2348612.563668.004.3740483.1523759.2911879.6452362.793678.324.6943393.7825659.4912829.7556223.523688.645.0146391.4427607.8113803.9160195.353698.985.3449477.3729603.0914801.5564278.92圖1.1輔助圖線(b=144m)方案一：計算中V取溢洪道堰頂以上庫容，計算時段取△t=3h。水庫設計洪水單輔助曲線計算表)堰寬12m計算過程見表1.5水位Z庫容v堰上庫容V△2Vq 3453.330.000.000.000.000.003463.480.151389.05255.01127.501516.553473.630.302820.27721.27360.633180.903483.790.464304.731325.05662.534967.263493.960.635853.542040.051020.026873.573504.130.817477.782851.051425.538903.313514.320.999175.623747.811873.9011049.533524.5110939.684722.782361.3913301.073534.7112772.695770.132885.0615657.753544.9114677.386885.163442.5818119.963555.1316656.488064.004032.0020688.483565.352.0218709.679303.354651.6823361.353575.582.2520835.1310600.405300.2026135.333585.812.4923033.3511952.695976.3429009.693596.062.7325304.8113358.036679.0231983.823606.312.9927650.0014814.517407.2635057.263616.573.2530063.6416320.398160.1938223.833626.843.5132545.3917874.098937.0441482.443637.123.7935103.2019474.189737.0944840.293647.404.0837744.9921119.3710559.6848304.683657.704.3740478.7022808.4411404.2251882.923668.004.6843303.5224540.2812270.1455573.663678.324.9946214.1526313.8613156.9359371.083688.645.3149211.8128128.2214064.1163275.933698.985.6552297.7429982.4714991.2367288.97時間（h）時刻入庫流量(m3/s)平均入庫流量Q(m3/s)下泄流量q(m3/s) 139044453642204220749604748474856085284528464486028602871366792679275687352735280807824782488808280828096809280928024431.00110401036010304.1725111.00122401164010951.4226446.83129601260011753.8428095.4140131201304012381.9829381.5743132001316012762.8530159.5946132801324012996.7930636.7349136801348013233.9731119.95142401396013590.8731845.98148801456014068.2632815.12157601532014686.3334066.8661168001628015475.4035660.5264179201736016411.3437545.1267192001856017479.9639693.78203201976018614.5141973.82212802080019701.4044159.31220002164020663.4446097.92222402212021384.9947554.4882223202228021827.8248449.4885221602224022031.6148861.6788220802212022075.3048950.0691215202180021939.2148674.7794204802100021474.6247735.5597192001984020664.9346100.93180801864019660.0044076.00165601732018496.2041736.00151201584017174.3939079.80141601464015914.6236545.40132001368014806.9534310.78123201276013796.5732263.84115201192012874.4530387.27108001116012035.6228672.82101601048011277.3027117.219600988010598.8425719.91904093209980.6124441.07856088009412.2723260.46824084008927.2722248.20799281168540.0721436.93流量250002000050000 設計洪水調洪曲線圖交即為所求。qm=23075.22m3/s，利用插值法查表1-2知Zm=365.82m。時間（h）時刻入庫流量(m3/s)平均入庫流量Q(m3/s)下泄流量q(m3/s) 13904445364220422074960474847485608528452846448602860287136679267927568735273528080782478248880888088809680928092802323111040103609746.2924311.00122401164010632.9526204.71129601260011557.7928171.7640131201304012256.6529653.9843132001316012683.3530557.3246132801324012946.5231113.9749136801348013198.8731647.45142401396013559.0732408.58148801456014033.0833409.51157601532014643.2634696.4361168001628015420.7136333.1764179201736016343.5438272.4667192001856017400.3240488.91203201976018525.4442848.59212802080019608.7345123.15220002164020574.0847154.42222402212021306.6348700.3482223202228021766.7949673.7185221602224021990.2450146.9188220802212022051.4850276.6891215202180021932.7850025.2094204802100021492.0849092.4297192001984020709.7547440.34180801864019726.4345370.60165601732018580.5442964.17151201584017273.7840223.63141601464016018.5637589.85132001368014906.6435251.29123201276013888.6633104.65115201192012956.9431135.99108001116012108.0329339.05101601048011340.8527711.029600988010654.2826250.179040932010029.0924915.90856088009455.0023686.81824084008963.9822631.81799281168570.4821783.83784079168267.5921129.34流量250002000050000時間t Qt1.4設計洪水調洪曲線圖交即為所求。qm=23051.61m3/s，利用插值法查表1.3知Zm=365.61m。時刻入庫流量(m3/s)平均入庫流量Q(m3/s)下泄流量q(m3/s) 144724520048364836756885444544464326060606074006916691681607780778087208440844092809000900010160972097202342111120106401112027112126401188012096.7827872.00141601340013443.3227775.22149601456014060.6928891.9040152001508014624.9529911.2243152801524014965.6430526.2646153601532015161.9830880.6349158401560015404.7831318.64165601620015845.7932113.87172801692016441.8233188.07183201780017195.5834546.2561196001896018175.3736310.6764208802024019323.4338375.3067223202160020590.7840651.87236002296021910.4943021.09247202416023161.9245270.60256002516024270.6747268.68258402572025073.0748718.0182259202588025518.8149524.9385257602584025695.9749846.1388256802572025709.2249870.1591250402536025516.6049520.9394237602440024899.5948404.3397223202304023869.2946544.75210402168022653.0344355.46192802016021265.2941862.43176001844019691.7339037.14164001700018194.6736345.41152801584016887.2733990.74142401476015706.9031863.47132801376014627.9229916.57124001284013638.6028128.65流量25000流量2000050000 圖1-5設計洪水調洪曲線圖的交即為所求。qm=25709.21m3/s時間（h）時刻入庫流量(m3/s)平均入庫流量Q(m3/s)下泄流量q(m3/s) 1447245200483648367568854445444643260606060740069166916816077807780872084408440928090009000101609720972011120106401112027112126401188011416.6327872.00141601340012351.7429855.37149601456013395.8132063.6440152001508014193.4133747.8343152801524014689.7634794.4346153601532014988.9835424.6749158401560015279.3036035.69165601620015717.1236956.39172801692016289.6538159.27183201780017009.5239669.6361196001896017939.7141620.1064208802024019036.2643920.3967223202160020255.7846484.13236002296021537.4349188.34247202416022774.5551810.92256002516023895.0454196.37258402572024749.7956021.3382259202588025278.2757151.5385257602584025540.6657713.2688256802572025624.3957892.6091250402536025500.9457628.2194237602440024986.4656527.2697223202304024075.2554580.81210402168022950.8252185.56192802016021634.9849394.74176001844020120.6546199.75164001700018635.3343079.10152801584017302.4740283.77142401476016090.6537741.30132801376014982.3235410.65124001284013966.2033268.33流量25000流量200000 圖1-6設計洪水調洪曲線圖交即為所求。qm=25624.32m3/s，利用插值法查表1-3知Zm=366.71m。頻率項目設計洪水校核洪水方案一最大泄量(m3/s)23075.2225709.21水庫最高水位(m)365.82366.95方案二最大泄量(m3/s)23051.6125624.3水庫最高水位(m)365.61366.71上游水位(m)最大下泄流量(m3/s)下游水位(m)正常365.0287設計365.6123051.61287校核366.7125624.322872壩體剖面設計水位或校核洪水位的高差，可由式（2.1）計算，應選擇兩者中防浪墻較高者作為選表2－1安全超高值安全級別運用情況Ⅲ設計洪水位0.70.50.4校核洪水位0.50.40.3（D——吹程，m;L——波長，m;）在計算h1%和hz時，設計洪水位和校核洪水位采用不同的計算風速值。計算風速計算情況庫水位(m)吹程(km)計算風速設計情況365校核情況376.8風速v=25m/s，吹程D=1.5km。波高hl=0.0166v5/4D1/3=0.0166×254/5×1.51/3=1.06m（官廳公式）波長L1=10.4(hl)0.8=10.4×1.060.v=16m/s,D=1.5km。hl=0.0166v5/4D1/3=0.0166×164/5×1.51/3=0.62m（官廳公式）L1=10.4(hl)0.8=10.4×0.620.8=7.09m（官廳公式）=0.17m（官廳公=365.61+2.13=367.74m=366.71+1.34=368.05m為保證大壩的安全運行，應該選用其中的較大值▽壩頂＝368.05m，的高程，所壩基面面高程為Z基=280m；壩高為H=Z頂-Z基=368.05—280=88.05m為了適應運用和施工的需要，壩頂必須有一定的寬度。一般地，壩頂寬度取最大壩高的8%~10%，且不小于2m。綜合考慮以上因素,壩頂寬度B=圖2.1曲線實用堰剖面根據(jù)《混凝土重力壩設計規(guī)范》和《水力學》上冊，將堰面曲線設計為“WES”假定堰上水頭于設計水頭之比>1.33,則流量系數(shù)md=0.502行進流速可略去ε=1邊坡形狀系數(shù)取0.1）滿足設計水頭Hd=(0.75~0.95R1=0.5Hd=0.5×19.1=9.55mX1=-0.175Hd=-3.35R2=0.2Hd=0.2×19.1=3.82mX2=-0.27Hd=-0.276×19.10=-5.27mR3=0.04Hd=0.04×19.10=0.76mX3=-0.282Hd=-0.282×19.10=-5.39m其中Hd=19.10m，則方程簡化為y=0.041x1.85x/m540y/m0.812.96.1510.4615.8122.1529.4737.72y0y'=0.076x0.85聯(lián)立（2.12.2）xcycr=(0.25~0.5)(Hd+Zmax)則r=(0.25~0.5)（19.1+79.71）=（24.7，49.41）my0=p2r式中：p2為下游堰高345-280=65my0y0EE面計算得出).2.4溢流堰能量分析簡圖223/s聯(lián)列（2.32.4）兩式解得：Vc=36.4m/s綜上，擬訂的挑流消能的鼻坎型式為連續(xù)式鼻坎；反弧半徑R=30m；挑射角度圖2.5示意圖(僅供參考)堰上水深H=366.71-345=21.71m，則H/Hd=21.7H/Hd1X/HdY/Hdxy-1-0.94-1.23-1.05-19.10-20.14-0.8-0.93-1.22-1.04-15.28-19.95-0.6-0.91-1.19-1.02-11.46-19.49-0.4-0.89-1.16-1.00-7.64-19.03-0.2-0.85-1.12-0.96-3.82-18.270-0.8-1.07-0.910.00-17.310.2-0.74-1.02-0.853.82-16.240.4-0.65-0.94-0.767.64-14.600.6-0.54-0.85-0.6611.46-12.650.8-0.39-0.73-0.5215.28-10.011-0.2-0.56-0.3419.10-6.530.02-0.36-0.1322.92-2.480.27-0.10.1226.742.370.520.170.3830.567.300.860.470.7134.3813.49注：表中x,y為水面線的橫縱坐標，坐標系如圖3-4所示。Ⅲ從堰頂曲線起點到計算點(Xi,Yi)的壩面距離：3/s；2Ⅵ按下式，推求勢流水深hp。H+=hpcosα+YiYi-Y1LsLδ24.300.0052.330.6925.853.830.7027.333.6655.330.7228.84.55.4956.830.7430.367.3358.330.7531.87.59.1659.830.7733.3910.9961.330.7934.812.8262.830.8036.314.6564.330.8237.816.4865.830.8439.318.3267.330.8540.820.1568.830.8742.321.9870.330.8943.823.8171.830.9045.325.6473.330.9246.822.527.4774.830.9448.329.3076.330.9549.825.531.1477.830.9751.332.9779.330.9952.228.534.8080.83注：表中單位均為國際單位。③試算法得水深hp24.339.325.840.827.342.328.843.830.345.331.846.833.348.334.849.836.351.337.852.2摻氣及波動水深計算，當弗氏系數(shù)Fr>2時Fr=應考慮波動幾摻氣后水Yihpδhv=q/hhb24.36.640.696.7627.338.9825.86.510.76.6428.318.8927.36.390.726.5228.818.7728.86.270.746.4029.348.6630.36.170.756.3129.798.5631.86.070.776.2130.258.4633.35.970.796.1130.738.3734.85.880.86.0231.188.2836.35.790.825.9431.648.1937.85.70.845.8532.108.1139.35.620.855.7732.548.0340.85.560.875.7232.867.9742.35.470.895.6333.367.8843.85.40.95.5633.777.8245.35.330.925.5034.187.7546.85.270.945.4434.537.6948.35.20.955.3734.977.6349.85.140.975.3135.347.5751.35.080.995.2635.727.5152.25.0515.2335.927.48導墻的高度在水面線的基礎上再加上0.5~1.5m，則導水墻高度為8.66+0.5=3.荷載計算及組合圖3.1壩體荷載示意圖水=9.81KN／mW12...ΣW=W+W=16553412...或壩基上形成的水壓力，浮托力力是由下游水面淹沒設計截面而產(chǎn)生的向上的水壓3.0m,則揚壓力點距上游壩面的距離為6.05+1=7.05m。排水處揚壓力折減系數(shù)：α=0.25wH=9.81×7×61.64=4232.8KN第二部分揚壓力wH×7.05=9.81×0.25×(365.61287)×7.05=1359.02KN第三部分揚壓力wH×(61.647.05)=9.81×0.25×(365.61287)×54.56=5261.6KN第四部分揚壓力U4=9.81×[365.62870.25×(365.6287)]=578.3KN合揚壓力123.....ΣU=U+U+U=42328KN+52616KN+135902KN+578123.....Lm=11.22mv0v0Lm平均波長（m）;v0計算風速，由資料給出取25m/sD吹程，由資料給出取1500m代入數(shù)據(jù)可求得水深浪壓力計算公式如下，由前面的設計資料知hz=1.06m,hl=0.34m則有WΣW=W1+W2=16553.4+48281.3=64844.7KN揚壓力包括滲透力和浮托力兩部分，滲透力是由上下游水位差產(chǎn)生的滲流在壩3.0m,則揚壓力點距上游壩面的距離為6.05+1=7.14m。排水處揚壓力折減系數(shù)：α=0.25第一部分揚壓力wH=9.81×7×61.64=4232.8KNwH×7.05=9.81×0.25×(366.71287)×7.14=1395.8KNwH×(61.647.14)=9.81×0.25×(366.71287)×53.66=532合揚壓力ΣU=U1+U2+U3=4232.8KN+1395.8KN+5327.1KN+586.5KN=1154