水电站水能规划及调度图绘制说明书

111-/NUMPAGES147摘要白莲崖水库坝址位于漫水河中游，距淠河入口189km，属于年调节水库。水电站以发电为主，兼顾航运、放木(竹)及防洪等综合利用要求。白莲崖水电站挡水建筑物为混凝土重力坝，坝址处于漫水河，坝址处河谷狭窄，两岸地形对称，岩石坚硬完整，为单一的花岗斑岩，地质状况良好。大坝正常蓄水位为208m，对应库容为2.005亿m³。坝址处多年月平均流量为19.5m³/s。通过计算可知，白莲崖水电站水库为年调节水库。本次设计给定了水库正常蓄水位为211m，由于水库多年平均来水量较少，通过水量调节平衡计算，将正常蓄水位下调至208m。对三个拟定的死水位方案（179m，181m，183m）进行兴利调节及水能计算，经计算比较，选保证出力大的179m死水位为最终方案，对应库容0.55亿m³。调洪演算时取防洪限制水位为207m。依照下游防护标准（P=1%），确定水库的防洪高水位208.61m，依照洪水资料设计洪水（P=0.2%），确定水库的设计洪水位211.64m。校核洪水位（P=0.1%）为212.02m。白莲崖水电站重力坝非溢流坝段坝顶高程215m，最大坝高82m，坝底宽68m。溢流坝段堰顶高程202m，溢洪道净宽60m，闸门采纳平板闸门10.3（宽）×7（高），闸墩长14.5m，厚3m，溢洪道总长78m，坝底宽为85.8m。大坝挡泄水建筑物轴线总长300m。利用电力电能平衡的方法确定水电站装机容量为8.6万kW，两台机组，单机容量4.3万kW。水轮机型号为HL220-LJ-380；厂房为坝后式厂房，主厂房总宽定为20m，总长55m。水轮机安装高程为139.845m。起重机选用电动双钩桥式起重机，最大起重量选2×150吨，跨度选用16m。装配场长度取20m。副厂房是为保证水电站正常运行需要，设置在主厂房下游侧。要紧布置各种机电辅助设备、房间、生产间和必要生活设施房间。副厂房总宽6.6m。电站建成后要紧担任华东电网调峰并供电丽水、温州将使丽、温两地区通过220千伏输电线路联系，形成浙南电力系统。此外，电站的建设，将带动当地工农业进展，为当地居民制造就业条件，改善当地社会经济，促进当地以及周围地区的进展。关键词：兴利调节；调洪演算；水库调度；挡水建筑物；泄水建筑物；稳定计算；应力计算；水轮机选型；厂房设计。ABSTRACTBailianyaReservoirislocatedinthemidstreamofManshuiRiverwhichis189kmawayfromtherivermouthofPeariver.Itisanannualregulationreservoir.Thishydroelectricpowerstationismainlydesignedforgeneratingelectricity.Itgivesconsiderationtoshipping,transportingwoodandpreventingwaterfloodaswell.ThewaterretainingstructureofBailianyahydroelectricstationisaconcretegravitydam.ThedamsiteisatManshuiRver.Thevallyatthatlocalityisappropriatelynarrow.Theterrainoftworiversidesissymmetrical.Therockissimplycomposedofgraniteporphyrywhichissolidandcomplete.Sothegeologicalconditionisgood.Thisdam’snormalwaterlevelis208m,anditscorrespondingstoragecapacityis0.2billioncubicmetres.Themonthlyaveragerateofflowis19.5cubicmetrespersecondatthedamsiteduetolong-termstatistics.Itisanannualregulationreservoirbycalculation.Inmygraduationprojecttheimpoundedlevelwasoriginallydesignedtobe211m.Becausethisreservoirgotlittlewatersupplementannually,thenormalwaterlevelwasreducedtobe208maccordingtothecalculationofwaterequilibriumregulation.Byprofitingregulationandwaterpowercalculation,the179m-deadwaterlevelwaseventuallychosenfromthreedraftdeadwaterlevelschemes(179m,181m,183m)becauseitsensuringoutputisthelargestone.Thecorrespondingstoragecapacityis55millioncubicmetres.Thefloodcontrolwaterlevelwasdesignedtobe207m.Onthebasisofprotectionstandardofdownstreamstructures(P=1%),theupperwaterlevelforfloodcontrolwasdesignedtobe208.61m.Accordingtothedataofthedesignflood,thedesignfloodlevelwasdesignedtobe211.64m.Accordingtothedataofthecheckflood,themaximumfloodlevelwasdesignedtobe212.02m.Thecrestaltitudeofthenon-overflowdamsectionofBailianyahydroelectricstationis215m.Itsmaximumheightis82metres.Thebaseofthedamis68metreswide.Thealtitudeoftheweircrestoftheoverfalldamsectionis202m.Theclearwidithofthespillwayis60metres.Thesluicegateis10.3metreswideand7metreshigh.Thegatepieris14.5metreslongand3metresthick.Theoveralllengthofthespillwayis78metres.Thebaseoftheoverflowdamis85.8metreswide.Theoveralllengthofthewaterretainingstructureis300metres.Bycalculatingthebalanceoftheelectricenergybalance,theinstalledcapacityofthehydroelectricstationwasdesigndtobe86thounsandkW.Itwasdividedintotwounitswhoseunitcapacitywas43thousandkW.ThemodelofthewaterturbineisHL220-LJ-380.Thefactorybuildingwasdesignedtobethedamtype.Itsmainfactorywasdesignedtobe20metreswideand55metreslong.Theinstallationaltitudeofthewaterturbinewas139.845m.Theelectricaldoublehookbridgecranewaschosen.Itsmaximumhoistingcapacityis2×150t.Thespanwaschosentobe16metres.Theassemblyplantwasdesignedtobe20metreslong.Theauxiliaryroomwasdesignedatthedownstreamsideofthemainfactoryforensuringthatthestationwasworkingregularly.Itmainlycontainedvariousofelectromechanicalaids,manufacturingshopsandsomenecessarydomesticinstallationrooms.Theauxiliaryroomwas6.6metreswide.ThiselectricalstationwilljointheEastChinaPowerGridaftertheconstructionworkisfinished.Furthermore,theconstructionofthestationwilldrivethelocalagricultureintofurtherdevelopmentandcreatemoreemploymentopportunitiesforlocalresidents.Itwill improvethesocialeconomyandpromotelocalareaanditssurroundingareas’furtherdevelopment.Keywords：gravitydam;profitingregulation;hydropowercomputation;energybalance;waterretainingstructure;sluicingbuildings;stabilization;waterturbine;factorybuilding

目录摘要 IABSTRACT II第一章绪论 11.1差不多资料 11.1.1流域概况 11.1.2气象条件 11.1.3水文特性 11.1.4水位库容关系 31.1.5下游水位流量关系 -1-1.1.6电力系统已有负荷资料 -1-1.2设计任务 -2-第二章水能规划 -1-2.1水文资料分析 -1-2.1.1兴利调节计算 -1-2.1.2年径流频率分析 -1-2.1.3年径流及其年内分配 -3-2.1.4水库调节性能的推断 -4-2.2死水位选择 -4-2.2.1径流调节 -4-2.3装机容量选择 -6-2.3.1最大工作容量的确定 -6-2.3.2必需容量的确定 -11-2.3.3重复容量的确定 -11-2.3.4装机容量的确定 -11-2.3.5电力系统平衡图 -12-2.4防洪设计 -13-2.4.1设计标准 -13-2.4.2调洪演算 -1-2.4.3泄流量的计算 -1-2.4.4调洪计算 -14-2.4.5调洪成果 -21-2.5水库调度图的绘制 -22-2.6小结 -26-第三章枢纽布置及挡水、泄水建筑物设计 -27-3.1枢纽布置 -27-3.1.1坝段布置 -27-3.2挡水建筑物 -27-3.2.1坝高确定 -27-3.2.2差不多剖面设计 -28-3.2.3有用剖面 -29-3.2.4廊道设置 -29-3.2.5坝体排水 -30-3.2.6非溢流坝稳定与强度校核 -30-3.3泄水建筑物—砼溢流坝 -35-3.3.1溢流坝剖面设计 -35-3.3.2坝体廊道及排水设置 -38-3.3.3坝身泄水孔设置 -38-3.3.4溢流坝强度与稳定校核 -39-3.4小结 -42-第四章水电站厂房设计 -43-4.1水头Hmax、Hmin、Hr选择 -43-4.1.1最大水头的确定 -43-4.1.2最小水头的确定 -43-4.2水轮机选型设计 -43-4.3水轮机外形尺寸计算 -45-4.3.1蜗壳尺寸 -45-4.3.2尾水管尺寸 -46-4.4有压式进水口布置 -47-4.4.1进水口轮廓尺寸计算 -47-4.4.2进水口高程计算 -47-4.4.3拦污栅布置 -48-4.5水轮机发电机外形尺寸计算 -48-4.5.1差不多尺寸的计算 -48-4.5.2外形尺寸估算 -49-4.5.3水轮发电机总重估算 -50-4.6油压装置与调速器计算 -53-4.6.1调速功的计算 -53-4.6.2导叶接力器容积 -53-4.6.3油压装置选择 -54-4.7厂房布置 -54-4.7.1厂房各层高程确定 -54-4.7.2厂房宽度的确定 -56-4.7.3主厂房长度 -57-4.8副厂房以及其他的相关的尺寸见水轮机层发电机层的剖面图。 -58-4.9油系统的布置 -58-4.10供水系统 -58-4.11排水系统 -58-4.12厂区布置 -58-4.13小结 -59-设计要紧成果 -60-参考书目 -61-第一章绪论1.1差不多资料1.1.1淠河是淮河南岸要紧支流之一，源出安徽省西南部大不山北麓，有东西二条要紧源流，即东淠河和西淠河，已分不建有佛子岭和响洪甸二座大型水库。东淠河佛子岭以上又分两支：东支黄尾河上已建有磨子潭水库；西支漫水河上拟建白莲崖水库。东淠河自佛子岭水库以下流经霍山县城北侧至六安市境内的两河口处与西淠河相会，向北流经横排头、六安市城区西侧至寿县境内的正阳关西南注入淮河，全流域面积6000平方公里。东淠河佛子岭水库以上属于大不山深山区，多为高山峻岭，流域呈扇形，主河道长77km，平均坡度6.5‰。磨子潭、白莲崖水库以上流域均呈叶状，主河道长分不为46km和51km，相应平均坡度分不为10.5‰和5.6‰。白莲崖水库坝址位于漫水河中游，距淠河入淮口189km，下游26km为已建的佛子岭水库，流域面积745平方公里，佛子岭水库经东淠河流过霍山县至下游33km的六安市两河口处与西淠河相会，流域面积1840平方公里。1.1.2气象条件本区地处北亚热带北缘，属于亚季风较湿润气候区，雨量丰沛，降水成因多为东南沿海暖湿气流内侵，四川盆地低压东移以及强台风的边缘阻碍，降水随地形的抬升而递增的现象较明显，在接近大不山主体处形成一个多雨中心。库区多年平均降水量1480毫升，汛期5~9月占64.6%，其中6月份降水最大，占全年的15.8%，降水年际间变化也大，最大年降水量2593毫m，发生在1954年，最小年降水量900毫m，发生在1978年。多年平均气温为15.5℃、月平均最高气温为20.6℃、月平均最低气温为11.5℃、极端最高气温43.3℃，极端最低气温零下17.4℃，多年平均蒸发量为1197毫m，无霜期220天，最长、最短无霜期分不为270天和193天。大风多出现于冬春夏三季，据县气象站资料统计，风力大于等于8级（风速大于20m/s）平均每年6次，常年主导风向为东北方向。1.1.3水文特性白莲崖水电站测及外延长的1950～2002年共53年的径流资料，求的多年平均流量为19.5m3/秒。见表1-1表1-1白莲崖历年月平均流量表位m3/秒月月年123456789101112年195011.011.017.025.06.013.053.022.027.025.011.03.518.719517.018.08.015.021.033.058.09.025.04.04.24.217.219526.518.549.030.031.06.026.047.535.020.011.06.023.919536.015.019.013.010.059.532.039.017.09.018.511.020.8195425.024.516.530.558.070.0232.030.512.57.53.06.043.0195510.021.031.530.014.075.025.045.010.03.01.51.322.219563.82.218.533.544.047.720.886.015.88.02.42.223.719575.56.97.821.454.823.952.722.14.51.96.010.718.319584.33.710.451.549.45.02.347.911.227.08.35.019.019596.736.227.840.951.321.018.42.713.12.512.99.120.219606.75.038.828.023.759.624.27.230.76.59.44.920.319614.04.619.510.316.519.524.420.727.76.920.77.015.219624.78.85.718.320.930.145.666.051.212.311.78.323.719633.53.417.457.956.78.262.369.818.15.07.64.626.419647.416.325.376.153.138.916.85.64.814.07.63.722.419652.812.17.528.48.63.85.222.34.57.310.45.09.819665.96.313.126.623.216.631.31.31.41.52.72.311.119673.86.514.217.324.08.726.65.23.53.718.76.111.519684.13.611.413.629.84.834.49.78.13.53.09.811.419698.516.518.243.222.97.6245.010.912.75.64.42.833.519702.65.713.520.040.247.347.014.034.213.45.04.720.719714.55.517.222.433.075.819.57.215.333.06.03.120.219722.98.331.320.422.621.013.630.616.519.525.75.118.119734.824.525.230.132.639.729.412.132.26.12.82.120.019742.910.18.119.958.420.632.613.53.03.94.03.315.119753.57.85.314.623.947.541.5108.017.131.811.49.517.019764.715.117.316.229.322.19.94.88.03.63.32.311.419772.23.717.239.165.919.836.155.616.913.810.25.024.019786.112.612.49.620.413.32.74.32.71.42.71.97.519791.93.34.417.230.337.127.06.914.02.82.12.512.519806.03.221.717.413.747.987.2121.018.69.43.72.729.619813.311.07.729.83.729.551.832.016.234.120.77.020.619825.010.119.125.012.826.675.444.112.75.412.76.421.419834.13.74.920.624.760.5123.010.934.168.68.24.830.919844.36.97.613.514.664.924.541.631.56.55.512.219.419854.64.721.117.851.511.225.64.819.040.311.05.718.219864.23.111.712.615.248.364.79.614.13.24.73.716.419877.214.122.028.842.516.250.162.016.98.720.64.324.619882.93.219.35.833.223.58.749.427.14.31.91.715.319892.55.717.619.422.170.312.336.717.68.221.13.619.719904.542.316.819.629.07.012.89.76.33.77.63.513.619914.813.839.548.325.784.5262.019.07.02.41.42.242.919922.73.823.69.84.114.53.71.910.32.61.61.86.719938.714.140.512.049.427.415.238.656.96.311.47.624.119943.87.616.317.328.021.223.319.518.34.93.16.214.219959.26.85.219.253.169.011.617.83.96.72.62.317.319963.53.016.58.69.979.3129.015.612.612.213.44.225.719974.48.325.16.66.73.520.318.28.63.03.47.79.7199812.210.626.443.933.113.420.722.76.13.62.52.816.619992.61.88.222.813.8124.026.027.910.89.57.94.221.520008.288.845.253.124.9913.95.8615.114.617.69.2810.89.8200113.712.59.4513.29.2215.911.811.22.942.673.528.589.5420024.047.5725.117.135.645.721.828.88.014.614.0910.617.75多年平均5.710.317.723.628.534.245.028.016.410.88.15.219.51占年内%2.44.47.610.112.214.719.312.07.04.63.52.2100水利水电工程规划设计中，一般按水文年进行设计年径流分析。依照白莲崖水电站实测径流资料，从大多数年份的径流变化特性考虑，可确定水文年自每年3月起，至次年2月止。1.1.4水位库容关系见表1-2表1-2水库库容关系表水位库容13511451751601425170321618058862001481420115436202160592031668120417304205179262061863520719344208200522092076121021470水位库容21122268212230662132386421424662215254602162636021727260218281602192906022029960221309602223196022332960224339602253496022636066水位库容2273717222838278229393842304049023141714232429382334416223445386235466102364795023749290238506302395197024053310图1-1水库库容特性曲线1.1.5下游水位流量关系见表1-3流量（m³/s）水位（m）0133.120133.750134.1100134.5200135500135.81000136.61500137.42000138.225001393000139.63500140.340001415000142.67520146.11.1.6电力系统已有负荷资料已知设计负荷水平年的最大负荷为62万kW，依照典型日负荷最大负荷百分比可得典型日负荷，见表1-4表1-4各月典型日最大负荷变化列表时序1月2月3月4月5月6月7月8月9月10月11月12月144.9644.0443.4042.4841.5540.6241.5442.4643.4044.3245.2545.88243.7542.8542.1641.2640.3739.4040.3041.2042.1643.0643.9544.64342.5341.6640.9240.0539.1838.1939.0639.9340.9241.7942.6643.40441.3240.4739.6838.8437.9936.9837.8238.6639.6840.5241.3742.16543.7542.8540.9240.0539.1838.1939.0639.9340.9241.7942.6644.64644.9644.0443.4042.4841.5540.6241.5442.4643.4044.3245.2545.88748.6147.6245.8844.9043.9343.0444.0245.0045.8846.8647.8349.60853.4752.3848.3647.3346.3045.4746.5047.5348.3649.3950.4254.56958.3357.1453.3252.1951.0549.7150.8451.9753.3254.4555.5959.521055.9054.7652.0850.9749.8648.5049.6050.7052.0853.1954.3057.041153.4752.3849.6048.5447.4946.6847.7448.8049.6050.6651.7154.561251.0450.0048.3647.3346.3045.4746.5047.5348.3649.3950.4252.081348.6147.6247.1246.1245.1144.2545.2646.2747.1248.1249.1349.601449.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.841551.0450.0050.8449.7648.6847.8948.9850.0750.8451.9253.0052.081652.2551.1952.0850.9749.8648.5049.6050.7052.0853.1954.3053.321754.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.801857.1155.9555.8054.6153.4352.1453.3254.5055.8056.9958.1758.281960.7659.5258.2857.0455.8054.5655.8057.0458.2859.5260.7662.002059.5458.3357.0455.8354.6153.3554.5655.7757.0458.2559.4760.762157.1155.9554.5653.4052.2450.9252.0853.2454.5655.7256.8858.282254.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.802349.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.842447.3946.4345.8844.9043.9342.4443.4044.3645.8846.8647.8348.361.2设计任务1．在给定正常蓄水位的条件下，通过方案比较确定死水位。采纳电力电能平衡法确定装机容量。通过防洪设计确定水库特征水位以及水库调度图的绘制。2．枢纽组成建筑物,工程等级,拟定挡水、泄水建筑物形式和尺寸，进行枢纽布置，绘制枢纽布置图和挡水、泄水建筑物的典型横剖面图。3．选择机组机型、台数,拟定厂房轮廓尺寸,绘制厂房的横剖面图、水轮机层和发电机层的平面图。4．编写讲明书和计算书。第二章水能规划2.1水文资料分析2.1.1兴利调节计算兴利调节确实是依照国民经济各有关部门的要求，利用水库操纵径流和重新分配径流所进行的计算。对单一水库，计算任务是求出各种水利水能要素的时刻过程以及调节流量、兴利库容和设计保证率三者间的关系，作为确定工程规模、工程效益和运行方式的依据。按照对原始径流资料描述和处理方式的差异，兴利调节计算方法要紧分为时历法和和概率法两大类，其中时历法又可分为时历列表法和时历图解法。本设计采纳时历列表法计算。2.1.2年径流频率分析白莲崖水电站水库1951年1月至2002年12月期间历年逐月平均流量见表2-1由于要按水文年度进行设计年径流分析,依照资料,从大多数年份的径流变化特性考虑,确定水文年自每年3月起至次年2月止,得到52个水文年的逐月径流系列。通过频率分析,选配得到较中意的紧水滩水电站断面年平均流量频率曲线,其参数为=19.5m³/s,cV=0.39,cS=0.78。表2-1各水文年频率计算表年份年均流量序号经验频率P=M/(N+1)模比系数KiKi-1（Ki-1）²1991-199241.51.00.022.13291.13291.28351954-195541.52.00.042.12871.12871.27391969-197031.83.00.061.63280.63280.40041983-198431.04.00.081.58950.58950.34761980-198129.85.00.091.53010.53010.28101963-196427.66.00.111.41750.41750.17431975-197627.57.00.131.41370.41370.17111996-199726.28.00.151.34350.34350.11801977-197824.99.00.171.27630.27630.07641956-195724.310.00.191.24640.24640.06071952-195323.511.00.211.20870.20870.04361987-198823.212.00.231.19030.19030.03621953-195423.113.00.251.18730.18730.03511962-196323.114.00.261.18520.18520.03431993-199423.115.00.281.18390.18390.03381989-199023.016.00.301.17960.17960.03231999-200022.717.00.321.16470.16470.02711958-195921.718.00.341.11630.11630.01351964-196521.719.00.361.11590.11590.01341970-197120.820.00.381.06670.06670.00441982-198320.721.00.401.06110.06110.00371981-198220.622.00.421.05940.05940.00351971-197220.323.00.431.04270.04270.00181955-195620.224.00.451.03670.03670.00131960-196120.125.00.471.03370.03370.00111972-197319.626.00.491.00810.00810.00011984-198519.327.00.510.9914-0.00860.00011950-195119.028.00.530.9734-0.02660.00071973-197418.829.00.550.9640-0.03600.00131985-198617.930.00.570.9212-0.07880.00621957-195817.831.00.580.9148-0.08520.00731959-196017.632.00.600.9045-0.09550.00911986-198717.433.00.620.8947-0.10530.01111951-195217.234.00.640.8831-0.11690.01371995-199616.535.00.660.8468-0.15320.02351961-196215.636.00.680.7988-0.20120.04051988-198915.337.00.700.7834-0.21660.04691998-199915.038.00.720.7685-0.23150.05361974-197514.939.00.740.7642-0.23580.05561994-199514.540.00.750.7449-0.25510.06511979-198012.841.00.770.6568-0.34320.11781968-196912.842.00.790.6551-0.34490.11901967-196811.343.00.810.5806-0.41940.17591990-199111.244.00.830.5759-0.42410.17981966-196710.945.00.850.5575-0.44250.19582000-200110.646.00.870.5421-0.45790.20971997-199810.547.00.890.5387-0.46130.21281976-197710.248.00.910.5250-0.47500.22561965-19669.649.00.920.4929-0.50710.25712001-20028.350.00.940.4283-0.57170.32691992-19938.151.00.960.4138-0.58620.34371978-19796.452.00.980.3277-0.67230.4519表2-2频率曲线选配计算表频率P（%）第一次配线第二次配线第三次配线X=19.5Cv=0.39X=19.5Cv=0.39X=19.5Cv=0.39Cs=1.5Cv=0.585Cs=2Cv=0.78Cs=2.5Cv=0.975KpXpKpXpKpXp12.033639.65522.086840.69262.136241.655921.885436.76531.923437.50631.957638.173251.680232.76391.695433.06031.710633.3567101.505429.35531.509229.42941.509229.4294201.30425.4281.296425.27981.292625.2057500.965818.83310.950618.53670.939218.3144750.726414.16480.722614.09070.722614.0907900.540210.53390.555410.83030.566811.0526950.44148.60730.4689.1260.49089.5706990.27045.27280.20964.08720.38067.4217最终取Cs=2Cv,频率曲线与经验点据配合较好，采纳频率曲线参数为X=19.5m³/s,Cv=0.39,Cs=Cv=0.78,在频率曲线上确定设计枯水年，设计中水年和设计丰水年。2.1.3年径流及其年内分配由年平均流量频率表1-1查得:设计枯水年平均流量为Q(P=90%)=10.83m³/s,设计平水年平均流量为Q(P=50%)=18.54m³/s,设计丰水年平均流量Q(P=10%)=29.43m³/s。按照年径流量接近及年内分配对工程不利的选择典型年的原则,选择典型枯水年为1966年3月至1967年2月,典型平水年为1959年3月至1960年2月,典型丰水年为1975年3月至1976年2月，求出设计枯水年，设计平水年和设计丰水年的年径流过程见表1-3。表2-3设计枯、平、丰水年年径流分配表单位:m3/秒水文年三四五六七八九十十一十二一二年均P=90%13.126.523.116.631.21.31.41.52.72.33.86.510.83P=50%29.343.054.022.119.42.813.82.613.69.67.15.318.54P=10%5.715.625.550.844.4115.418.334.012.210.25.016.129.43现在依照以上资料，采纳历时法按等流量调节方式，对全部径流系列进行调节计算，求得逐时段调节流量。当不考虑水库水量损失时，调节流量的计算公式如下：供水期调节流量：Qd=(蓄水期调节流量：Qw=(期调节流量：Qm=Wt表示第t月入库水量（m³/s·月表示水库兴利库容（m³/s·月）；、、分不表示供水期、蓄水期及不蓄不供期的时刻长度（月）；Qd、Qw、Qm分不表示供水期、蓄水期及不蓄不供期的调节流量（m³/s）。H=Zu-Zd，为水电站的平均水头（m），其中，Zu为水库月平均水位，Zd为水电站月平均下游水位。T=730h；A为水电站出力系数取为8.5。2.1.4水库调节性能的推断通常用库容系数β（）反映水库兴利调节能力。当β<2%时，水库为日调节水库；当2%<β<30%时，水库为年调节水库；当β>30%事，水库为多年调节水库。白莲崖水电站坝址处多年平均流量为19.5m3/s，则多年平均年水量为。该水库设计蓄水位为211m,其相对应的库容为2.2268亿m³。拟定以下三个死水位方案:179m、181m、183m,死水位对应的死库容分不为：、、，因此相对应的兴利库容分不为、、,相应的库容系数β分不为0.272、0.257、0.243,因此该水库为年调节.2.2死水位选择2.2.1径流调节该水库设计蓄水位为211m,经径流调节试算，由于该流域天然来水量较少，蓄水不足，故将正常蓄水位定为208m，其相对应的库容为2.0052亿m³，对应三个死水位方案:179m、181m、183m的兴利库容分不为、、。分不对3个典型年在各死水位方案下做径流调节及保证出力计算成果如下:表2-4死水位179m方案保证出力计算表月份天然来水Z初Z末上游平均水位Q调(m³/s)下游水位水头H出力N(kW)N保(kW)313.1179.0180.5179.7511.03602133.446.354347.915489.53426.5180.5189.2184.8511.03602133.451.454826.335489.53523.1189.2196.5192.8511.03602133.459.455576.775489.53616.6196.5199.9198.2011.03602133.464.86078.645489.53731.2199.9208.0203.9511.03602133.470.556618.025489.5381.3208.0204.3206.1510.68285133.572.656596.925409.3391.4204.3200.5202.4010.68285133.568.906256.415409.33101.5200.5195.3197.9010.68285133.564.405847.795409.33112.7195.3190.6192.9510.68285133.559.455398.315409.33122.3190.6185.7188.1510.68285133.554.654962.455409.3313.8185.7181.6183.6510.68285133.550.154553.835409.3326.5181.6179.0180.3010.68285133.546.804249.645409.33表2-5死水位181m方案保证出力计算表月份天然来水Z初Z末上游平均水位Q调(m³/s)下游水位水头H出力N(kW)N保(kW)313.1181.0182.0181.5011.76133.448.104807.445952.83426.5182.0190.7186.3511.76133.452.955292.185952.83523.1190.7197.4194.0511.76133.460.656061.785952.83616.6197.4200.2198.8011.76133.465.406536.525952.83731.2200.2208.0204.1011.76133.470.707066.245952.8381.3208.0203.8205.9010.17133.472.506265.305234.4691.4203.8200.9202.3510.17133.468.955958.525234.46101.5200.9196.2198.5510.17133.465.155630.135234.46112.7196.2191.8194.0010.17133.460.605236.935234.46122.3191.8187.2189.5010.17133.456.104848.055234.4613.8187.2183.4185.3010.17133.451.904485.095234.4626.5183.4181.0182.2010.17133.448.804217.205234.46表2-6死水位183m方案保证出力计算表月份天然来水Z初Z末上游平均水位Q调(m³/s)下游水位水头H出力N(kW)N保(kW)313.1183.0183.6183.3012.40133.449.905261.516381.30426.5183.6191.9187.7512.40133.454.355730.736381.30523.1191.9198.2195.0512.40133.461.656500.456381.30616.6198.2200.4199.3012.40133.465.906948.576381.30731.2200.4208.0204.2012.40133.470.807465.236381.3081.3208.0203.9205.959.71133.472.555984.905103.9991.4203.9203.9203.909.71133.470.505815.795103.99101.5203.9197.0200.459.71133.467.055531.195103.99112.7197.0192.9194.959.71133.461.555077.475103.99122.3192.9188.6190.759.71133.457.354731.005103.9913.8188.6185.1186.859.71133.453.454409.285103.9926.5185.1183.0184.059.71133.450.654178.295103.99以保证出力最大为原则,选择死水位为179m的方案,其设计死水位较低,水库调度灵活,调节库容大,相应的调节流量也较大,便于满足用水要求.2.3装机容量选择水电站装机容量的选择，直接关系到水电站的规模、资金的利用与水资源的合理开发等问题。本设计采纳电力电能平衡法确定装机容量。水电站装机容量选择的方法如下：（1）收集差不多资料，包括水库径流调节和水能计算成果，电力系统供电范围及其设计水平年的负荷资料，系统中已建与拟建的水、火电站资料及其动能经济指标，水工建筑物及机电设备等资料。（2）确定水电站的最大工作容量N"水、工；（3）确定水电站的备用容量N水、备；（4）确定水电站的重复容量N重；（5）选择水电站装机容量。由上述最大工作容量、备用容量、重复容量之和，参考制造厂家生产的机组系列，依照水电站水头与出力变化范围，大致定出机组的型式、台数、单位容量等；然后进行系统容量平衡，检查初选的装机容量及其机组，能否满足设计水平年系统对电站容量及其他方面的要求。2.3.1最大工作容量的确定2.3.1.1电能累积曲线的绘制方法a.首先由各月的典型日负荷值绘制各月典型日负荷的柱型图。b.依照绘制好的柱型图定出日电能累积曲线上几个操纵点.比如柱型图上负荷的最小值对应于电能累积曲线直线段的最高点.同理柱型图上负荷最大值对应于电能累积曲线曲线段的最高点。c.再取几个中间点作为曲线段的操纵点,即可绘制出电能累积曲线。2.3.1.2最大工作容量方案的选择假定三个最大工作容量方案N"水工、1=6万kW、N"水工、2=7万kW、N"水工、3=8万kW、在各月的典型日电能累积曲线上分不定出相应的日电能量Ei，以及相应的日平均电能（Ni=Ei/24）、供水期保证出力（E保、供=），绘制各月负荷柱形图及其电能累积图，各月电能累积图如图2-1。图2-1各月电能累积图三个方案的各月最大工作容量列表如下，由于电站属于年调节的电站，其工作位置是供水期位于系统的峰荷或腰荷位置工作，并以之前所取代表枯水年计算上述三个方案的各月的供水期峰荷容量以及各月典型日平均出力。6万kW方案供水期各月的典型日电量月份8910111212N〞水工1.042.283.524.766.004.763.52Ea1.403.326.7611.2919.9012.876.99Ni0.0580.1380.2820.4700.8290.5360.2910.372万kWE保1901.954万kWh7万kW方案供水期各月的典型日电量月份8910111212N〞水工2.043.284.525.767.005.764.52Ea2.816.1210.4617.0827.4818.7411.89Ni0.1170.2550.4360.7121.1450.7810.4950.563万kWE保2876.808万kWh8万kW方案供水期各月的典型日电量月份8910111212N〞水工3.044.285.526.768.006.765.52Ea5.339.6815.8624.5936.6026.1417.66Ni0.2220.4030.6611.0251.5251.0890.7360.809万kWE保4132.408万kWh由以上五个方案做E保，供～N〞水工曲线，再由年保证电能E保供=N保年T供=0.540933×7×730=2764.17万kWh查E保，供～N〞水工曲线可得符合保证出力要求的最大工作容量：N"水工=6.8万kW。图2-2E保，供～N〞水工曲线2.3.2必需容量的确定系统负荷备用容量采纳系统最大负荷的5％，及N负备=5％×N系"＝5％×62＝3.1万kW。其中水电站担任一部分负荷备用，取N水负＝1.0万kW。系统事故备用容量采纳系统最大负荷的10％，及N系事＝62×10％＝6.2万kW，系统事故备用容量在各电站间可按各类电站最大工作容量的比例分配，N水事＝6.2×6.8/55.2＝0.8万kW。由此可得水电站必需容量N水必＝N"水工＋N水负＋N水事＝6.8+1.0+0.8＝8.6万kW。2.3.3重复容量的确定h经济=其中：——水电站补充千瓦造价，=4300元/kW；——额定资金年收益率，=0.08；n——重复容量设备的经济寿命，n=25年；——水电站补充千瓦容量的年运行费用率，=3%；——水、火电站发电比例系数，=1.05——火电站单位发电燃料费——单位重量燃料到场价格，=0.38元/kg——火电厂单位电能消耗燃料重量，=0.4kg/kWh即：h经济=经由对全部径流系列进行调节计算和水能计算，发觉只有1991-1992、1954-1955、1969-1970年三年每