水利水能规划计算书.doc

水利水能课程设计目录第一章设计年径流02第二章设计洪水07第三章正常蓄水位选择 17第四章死水位选择 17第五章保证出力和保证电能计算21第六章装机容量及多年平均发电量计算 27第七章设计洪水位和校核洪水位的选择35第八章确定坝顶高程 41第九章填写工程特性表 41第十章结束语 44第一章、设计径流量 根据实测年径流资料，用同倍比法推求设计丰水年和设计中水年，用同频率法推求设计枯水年。设计保证率90%。步骤： 对年平均流量系列Qi和枯水年平均流量系列Q枯i（103月）进行频率分析，求出符合设计保证率的设计年径流量Qp和设计枯水期流量Q枯p。频率分析如表1，表2表1 多年流量分析年径流计算参数：均值=172864.0Cv =0.240.03Cs =0.000.38采用参数：均值=1728Cv =0.24Cs =2.0Cv序号Xm 经验频率 126702.3224104.7323207423109.35230011.662280147228016.38213018.69208020.910207023.311198025.612196027.913192030.214189032.615189034.916187037.217185039.518182041.919178044.220177046.521173048.822165051.223164053.524164055.825162058.126159060.527157062.828155065.129154067.430148069.831146072.132145074.433140076.734140079.135135081.436133083.73713008638123088.439120090.7401100934194395.34281897.7表2枯水期流量分析计算参数：均值=87139.0采用参数：均值=871Cv =0.29Cs =2.5Cv十二 一 二 三Q理论频率Xp3716861330296010402.30.01220559155788931201216.3 4.70.05199842065913702440103170.119075094343861290789.8 9.30.2181166743958922601167.511.60.516841220985170029301428.514115834816629652200938.2 16.3214773913845491110606.7 18.6513311360367777872987.8 20.9101207781658221015101261.2 23.32010717954794221800860.525.630980529124016201370106127.9409064644919691360735.3 30.250841928410565838936.8 32.660780625780145098192434.9707195716146262250893.2 37.2806565384757972490978.539.5905731420867132025101311.8 41.9955123847667761040658.2 44.298452346360674705494.3 46.5994144714106351540732.2 48.899.538444439611901860869.3 51.299.93303354519811840816.8 53.5472322272014701034.3 55.8436551340928543.7 58.1748439956218098560.55506484041160745.562.837144146558547965.1318112010701170829.7 67.4798302392532669.3 69.86077038111150741.7 72.12954288041100540.3 74.4528266461774538.7 76.745892116202110110379.110305926162060981.3 81.4409531517624472.3 83.7328694866421603.8 865079668041140847.7 88.4650464835686768.2 90.7990780166025201429.3 935365947591630896.7 95.3418837730464618.8 97.7图1 年流量与枯水期流量频率选取代表年： 设计枯水年 Qp=90%=1222立方米/秒 Q枯p=573立方米/秒 设计中水年 Qp=50%=1695立方米/秒设计丰水年 Qp=10%=2275立方米/秒设计枯水年选取 71-72年为代表年设计中水年选取 38-39年为代表年设计丰水年选取51-52年为代表年 用同倍比法和同频率法推求设计代表年内分配：设计中水年、丰水年（同倍比法）：设计枯水年（同频率法）：枯水期： 汛期：将缩放倍比分别乘以对应代表年的各月流量，即为设计代表年。年内分配情况如表3、4、5表3设计枯水年年内分配设计枯水年Qp=90%71-72K枯=0.95K汛=1.04月份四五六七八九十十一十二一二三平均Q169024502340125022008086416733286948664211200分配系数1.04161.04161.0421.041.041.040.950.9490.9490.950.9490.949Q1760.42552243713022292842608638.7311.3659821.8399.521218.61表4设计中水年年内分配设计中水年Qp=50%38-39K中=0.98月份四五六七八九十十一十二一二三均值Q216031504890330014609941100102050943438612901730分配系数0.97980.97980.980.980.980.980.980.980.980.980.980.97980.97977Q2116.33086.34791323314309741078999.4498.7425378.21263.91695表5设计丰水年年内分配设计丰水年Qp=10%51-52K丰=1月份四五六七八九十十一十二一二三均值Q274042605450512022801570100057153847579724902280分配系数0.99780.99780.99811110.9980.99810.9980.99780.99781Q27344250.75438510922751567998569.7536.8474795.32484.52275第二章、设计洪水设计洪水标准：设计标准 P = 0.1% 校核标准 P = 0.01%步骤： 对竹岐水文站实测及调查的洪水资料（洪峰流量、三天洪量、七天洪量）进行频率分析（需作特大值处理），求出洪水的统计参数： 及相应的CV 、CS 值 ，并推求符合设计洪水标准的设计值：洪峰流量频率分析如表6表6 洪峰流量频率分析竹岐-洪峰流量计算参数：均值=17457Cv =0.30采用参数：均值=17457Cv =0.30Cs =3.0Cv序号Xm 经验频率 Jan-44294002.2101-1302001101-2302002369-2342000.5369-1416000.3Feb-44270004.4Mar-44260006.7Apr-44259008.9May-442540011.1Jun-442460013.3Jul-442400015.6Aug-442220017.8Sep-442170020Oct-442160022.2Nov-442100024.4Dec-442080026.744-132080028.944-142020031.144-152000033.344-161970035.644-171910037191880042.244-201820044.444-211820046.744-221800048.944-231770051.144-241650053.344-251580055.644-261580057.844-27155006044-281540062.244-291520064.444-301480066.744-311470068.944-321370071.144-331360073.344-341330075.644-351300077.844-36113008044-371120082.244-381120084.444-391050086.744-401040088.944-411030091.144-421000093.344-43988095.644-44953097.8洪峰流量分析如图2图2 洪峰流量分析三天洪量频率分析如表7表7 三天洪量频率分析计算参数：均值=33.21.6Cv =0.310.04采用参数：均值=33.2Cv =0.31Cs =2.5Cv序号Xm 经验频率 160.62.2254.34.4349.56.7448.98.9548.111.1646.113.3744.215.6843.717.8940.7201040.422.2114024.41239.226.71338.228.91436.831.11536.733.31636.535.61735.737.81834.9401934.842.22033.544.42133.246.72233.148.92332.451.1243253.32531.855.62630.857.82730.6602830.562.22930.164.43029.566.73125.468.93224.371.13324.373.3342475.6352477.83623.5803723.382.23822.884.43920.886.74020.188.94118.991.14217.593.34317.495.64416.297.8三天洪量变化过程线如图3图3 三天洪量变化过程 七天洪量频率分析见表8表8 七天洪量频率分析计算参数：均值=58.12.7Cv =0.310.04采用参数：均值=58.1Cv =0.31Cs =2.5Cv序号Xm 经验频率 11032.22944.4388.66.7480.48.9579.611.1677.613.3775.315.6874.717.8971.6201071.522.21171.324.41271.226.71371.128.91467.531.11565.833.31665.735.6176537.81864.7401961.842.22061.644.42159.746.7225948.92356.851.12455.653.32555.355.62654.657.82752.3602851.762.22950.864.43048.966.73147.168.9324471.13343.173.33441.575.63540.977.83640.480373882.2383884.43936.886.74036.288.94135.691.14235.693.34329.695.6442597.8七天洪量变化过程线如图4图4 七天洪量变化过程线得出结果见表9表9 设计值与校核值Qmp(立方米/秒W三日p（亿立方米）W七日p（亿立方米）0.10%4044876.81340.01%4760089.8157典型洪水过程线如图利用竹岐典型洪水过程线，用同频率法推求设计洪水过程线，放大倍比：计算结果见表10表10 放大倍比Qmp(立方米/秒W三日p（亿立方米）W七日p（亿立方米）KqmK三日K七日-三日0.10%4044876.81341.3671.2671.7130.01%4760089.81571.6191.4822.012上述求出的是竹岐水文站的放大倍比，还需换算到坝址断面：洪峰：n=0.500.70，闽江干流用实测资料分析为0.50洪量：将放大倍比在对应时段内乘以竹岐典型洪水过程线的纵高，并对放大后的洪水过程线修匀，即为设计洪水过程线，最后画出设计洪水过程线，每隔一个t摘取一个数值，以备调洪演算用。设计洪水过程线计算表见表11表11 设计洪水过程线计算表同频率法设计洪水过程线（P=0.1%）典型洪水过程线放大倍比k放大后流量修匀后设计洪水过程线月日时Qd（t）61520:00:0030001.648494449441623:00:0030801.6485075.845076 26168:00:0030801.6485075.845076 3614:00:0032001.6485273.652744619:00:0049101.6488091.688092 5623:00:0086001.64814172.81417366175:00:00118001.64819446.419446768:00:00123001.64820270.4202708611:00:00123001.64820270.4202709620:00:00116001.64819116.82010010621:00:00116001.64819116.820150116182:00:00139001.64822907.2226001268:00:00169001.64827851.22270013612:00:00187001.21922795.32279514620:00:00213001.21925964.725965156190:00:00225001.21927427.5274281668:00:00261001.21931815.93181617616:00:00293001.21935716.73571718619:00:00294001.353969039690196200:00:00285001.21934741.5347422062:00:00277001.21933766.3337662168:00:00238001.21929012.22901222619:00:00183921.21922419.84822420 23620:00:00179001.21921820.121820246218:00:00125001.21915237.51523825620:00:0085601.21910434.6410435 266228:00:0068001.2198289.2828927620:00:0060201.2197338.387338 28设计洪水过程线如图5图5 设计洪水过程线校核洪水过程线计算如表12表12 校核洪水过程线计算同频率法校核洪水过程线（P=0.01%）典型洪水过程线放大倍比k放大后流量修匀后设计洪水过程线月日时Qd（t）61520:00:00300011.93658085808623:00:00308021.9365962.885963 6168:00:00308031.9365962.885963 614:00:00320041.9366195.26195619:00:00491051.9369505.769506 623:00:00860061.93616649.6166506175:00:001180071.93622844.82284568:00:001230081.93623812.823813611:00:001230091.93623812.823813620:00:0011600101.93622457.622458621:00:0011600111.93622457.6224586182:00:0013900121.93626910.42691068:00:0016900131.93632718.432718612:00:0018700141.42626666.230374620:00:0021300151.42630373.8303746190:00:0022500161.426320853208568:00:0026100171.42637218.637219616:00:0029300181.42641781.841782619:00:0029400191.58846687.2466876200:00:0028500201.426406414064162:00:0027700211.42639500.23950068:00:0023800221.42633938.833939619:00:0018392231.42626226.99226227 620:00:0017900241.42625525.4255256218:00:0012500251.4261782517825620:00:008560261.42612206.5612207 6228:00:006800271.4269696.89697620:00:006020281.4268584.528585 校核洪水过程线如图6图6 校核洪水过程线第三章、正常蓄水位选择 Z蓄=65m第四章、死水位的选择 死水位选择需考虑以下因素：1、动能最优死水位取：60、55、50、45调节流量：水头：出力和电能：不必考虑水量损失和水头损失。下游流量与水位的关系如图7水库面积-容积特征曲线如图8计算表见表13表13 消落深度计算表方案H消Z死V兴兴QhN供（万KW）E供（*108KW.H）一5604.690.95902518.25二10558.36261026.719.49三155011.61263028.320.67四204514.23364030.222.5关系图如图9图9动能最优曲线取Z死=55m2、水轮机正常运行对消落深度的限制h消 = （20 30）% Hmax 取Qh=840立方米/秒Z下=8.8mHmax=65-8.8=56.2mH消=11.2416.86mZ死=5448m3、淤沙水位对取水口高程的限制h1 ：底槛厚度，取 0.5 1.0 mh2 ：淹没水深，取 1.5 2.0 m D ： 压力管经济管径求D设计流量（最大引用流量）：H=59.3m Q=1728立方米/秒 =8760*8.5*0.85*1728/7*56.3=8.78亿KWHNy=8.78*108/4000=23万KWHp=0.9*59.3=53.37mQm=23*10000/8.5/53.37=507立方米/秒D=（4*507/3.14/5）0.5=11m V总淤=V年淤T V年淤=V悬移+V推移 V悬移=（0W0m）/(1-P) V推移= V悬移 V总淤=V年淤*T=2.6亿立方米Z淤=25.9Z死=25.9+1+11+2=40m由以上得，Z死=55m第五章、保证出力和保证电能计算1、水量损失和水头损失等出力调节（图解法），需考虑水量损失和水头损失。水量损失： （各月取一样）渗漏： （按中等地质条件考虑）V兴=8.36亿立方米 V死=15.02亿立方米V平均=19.2亿立方米W渗月=1%*19.2=0.192亿立方米蒸发：年蒸发水深 H蒸年=0.92*1274.4-（1785-1039）=453.448mm由V平均=19.2亿立方米 F水=81.681平方千米W蒸年= H蒸年*F水=81.681*106*453.448*0.001=0.370亿立方米W蒸月=0.370/12=0.031亿立方米W损月=0.192+0.031=0.223亿立方米=8.5立方米/秒月Q净=Qe-Q损月水头损失：H净=H毛-H损=0.96*H毛2、用简算法估算Np（1）计算调节流量Qh=（311+318）/1=629m/秒Qh净=629-8.5=620.5m/秒（2）水头计算按年调节计算V=19.2亿mZ上=60.48mQh=620.5m/秒Z下=8.36mH=Z上-Z下=52.12mH净=0.96*H=0.96*52.12=50.04m（3）保证出力计算Np=AQH=8.5*620.5*50.04=26.3万kw等出力调节计算保证出力Np（运用图解法） 由Np=26.3万kw，设定Np=24、26、28万kw三个方案取坐标系统及作水库工作曲线 横坐标为发电流量Q（m/秒）,纵坐标为水库蓄水量W（m/秒.月），交点（0，V蓄）图10 坐标系统图11 坐标系统2作固定出力线假定：Hmax=56.63mHmin=46m取46、47、48、49、50、51、52、53、54、55、56m按上述方法做出Np1的固定出力线同理可作Np2、Np3。Np计算表如表14表14 固定出力计算N=24万KWHH净QZ下Z上W4644.16639.386 8.40294954.402949314.63191707556.770 4745.12625.782 8.37400555.374004715.29451948581.983 4846.08612.745 8.34626656.346266216.00815937609.138 4947.04600.240 8.3196657.319659816.72263028636.325 5048588.235 8.29411858.294117617.43788235663.542 5148.96576.701 8.26957759.269577218787 5249.92565.611 8.24598160.245980618.92072976719.967 5350.88554.939 8.22327461.223274419.83743136754.849 5451.84544.662 8.20140962.201409220.7549218789.761 5552.8534.759 8.18033963.180339121.67315804824.702 5653.76525.210 8.16002164.160021522.59210013859.669 N=26万KWHH净QZ下Z上W4644.16692.668 8.51631654.516315714.70560519559.574 4745.12677.931 8.48495955.48495915.37595993585.082 4846.08663.807 8.45490956.454908916.08790314612.173 4947.04650.260 8.42608557.426085316.80074663639.298 5048637.255 8.39841558.398414717.51443638666.455 5148.96624.760 8.37182959.371829218.22892261693.642 5249.92612.745 8.34626660.346266219.01479766723.546 5350.88601.184 8.32166861.321667819.9297244758.361 5451.84590.051 8.29798162.297980520.84550571793.208 5552.8579.323 8.27515563.275154521.76209497828.086 5653.76568.978 8.25314464.253143822.67944889862.993 N=28万KWHH净QZ下Z上W4644.16745.951 8.61951154.619510914.77268208562.126 4745.12730.079 8.58839155.588390715.45187879587.971 4846.08714.869 8.55856756.558567216.16398834615.068 4947.04700.280 8.52996157.52996116.87699138642.199 5048686.275 8.50249958.50249917.59083429669.362 5148.96672.818 8.47408159.474081218.30397557696.498 5249.92659.879 8.44655260.446551819.10886557727.126 5350.88647.429 8.42006161.420061220.02201744761.873 5451.84635.439 8.39455262.394551820.93608962796.655 5552.8623.886 8.3699763.3699721.8510319831.470 5653.76612.745 8.34626664.346266222.76679766866.317 图解计算：从供水期初开始，逐时段图解计算至供水期末。 设某时段初水库蓄水量为V初 （已知），图解计算求出时段末水库蓄水量V末 。 逐时段图解计算至供水期末，水库蓄水量为V末1。同理可得方案NP2、NP3的水库蓄水量V末2、V末3 。Np1的固定处理线如图10图12 Np1的固定处理线图解Np1、Np2、Np3的固定出力线如图11图13 固定出力线由固定出力线得NpV末数据如表15表15 NpV关系表N(万KW）V24650.6117.098030826594.6815.628190428535.1314.0632164求保证出力Np：建立NpV末关系如图12图14 Np-V末关系由已知的V死NpNp=26.7万kw第六章、装机容量及多年发电量计算 采用资料：设计丰、中、枯三个代表年计算方法：列表法、等流量调节、考虑水量损失和水头损失不供不蓄期：Q净 = Qe Q损月 或平均用水。取十二月为供水期，取一月为蓄水期，其余月份皆为不供不蓄期枯水年：Qh=629立方米/秒 Qt=341立方米/秒中水年：Qh=817立方米/秒 Qt=107立方米/米丰水年：Qh=855立方米/秒 Qt=156立方米/秒Q净=Q-Q损由列表法：计算表如表16表16 出力历时计算序号月份备注流量Q损H损净流量V末V均Z上Z下H毛H净NE1四不供不蓄期2734 8.50.042725 23.38 23.38 6511.5 53.5 51.3 1189131.8 2238232.0 2五不供不蓄期4251 8.50.044242 23.38 23.38 6513.3 51.7 49.6 1788188.3 2114951.9 3六不供不蓄期5438 8.50.045430 23.38 23.38 6514.5 50.5 48.5 2238232.0 1994896.9 4七不供不蓄期5109 8.50.045100 23.38 23.38 6514.2 50.8 48.8 2114951.9 1788188.3 5八不供不蓄期2275 8.50.042267 23.38 23.38 6511.0 54.0 51.9 999595.7 1390531.4 6九不供不蓄期1567 8.50.041558 23.38 23.38 659.9 55.1 52.9 699996.6 1331772.5 7十不供不蓄期998 8.50.04989 23.28 23.38 659.1 55.9 53.7 451410.3 1189131.8 8十一不供不蓄期570 8.50.04561 23.38 23.38 658.2 56.8 54.5 259963.6 1114461.5 9十二供水期537 8.50.04847 15.02 19.20 60.58.8 51.7 49.6 356999.5 1086596.1 10一蓄水期474 8.50.04148 23.38 19.20 60.57.2 53.3 51.2 64159.9 1067096.0 11二不供不蓄期795 8.50.04787 23.38 23.38 658.7 56.3 54.0 361443.4 1006481.4 12三不供不蓄期2485 8.50.042476 23.38 23.38 6511.2 53.8 51.6 1086596.1 999595.7 13四不供不蓄期2116 8.50.042108 23.38 23.38 6510.7 54.3 52.1 933503.8 933503.8 14五不供不蓄期3086 8.50.043078 23.38 23.38 6512.0 53.0 50.9 1331772.5 783141.0 15六不供不蓄期4791 8.50.044783 23.38 23.38 6513.9 51.1 49.1 1994896.9 699996.6 16七不供不蓄期3233 8.50.043225 23.38 23.38 6512.2 52.8 50.7 1390531.4 641045.9 17八不供不蓄期1430 8.50.041422 23.38 23.38 659.8 55.2 53.0 641045.9 585039.8 18九不供不蓄期974