《H水电站水能规划与防洪设计》18000字（论文）

·PAGE41·H水电站水能规划与防洪设计说明书H水电站水能规划与防洪设计目录TOC\o"1-2"\h\u2526摘要 18128第一章绪论 210831.1基本资料 223704第二章水能规划 165332.1径流频率分析 1190452.2径流调节计算 1150542.3正常蓄水位的选择 1411002结论：由以上的数据选择Z=202m 29137892.4死水位的选择 2925628结论:选择死水位为182.2m 41272922.5装机容量的选择 4127033第三章防洪设计 498860调洪设计的实质和原理 52197963.1水库上游水位与下泄流量关系曲线 529431第四章枢纽布置及挡水泄水建筑物设计 60195784.1枢纽布置 60275144.2挡水建筑物设计 60111224.3泄水建筑物设计 6614481设计洪水下溢流坝坝基面稳定计算 6832334校核洪水下溢流坝坝基面稳定计算 6910552设计洪水下溢流坝折坡面稳定计算 70摘要淠河是淮河南岸主要支流之一，源出安徽省西南部大别山北麓，有东西二条主要源流，即东淠河和西淠河，已分别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二支：东支黄尾河上已建有磨子潭水库；西支漫水河上拟建H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6000km2。东淠河佛子岭水库以上（控制面积1840km2）属大别山深山区，多为高山峻岭，最高峰白马尖高程1774m（废黄基面，下同），流域呈扇形，形状系数（宽长比）1.04，主河道长77km，平均坡度6.5‰。H水库坝址位于漫水河中游，距佛子岭水库大坝约26km，在霍山县H乡境内。该课题的设计目的是通过所给资料，利用所学的两门课程水利水能规划与工程水文中的知识，结合现有的知识体系进行径流频率分析与计算，正常蓄水位与死水位的选择，最后进行防洪设计。关键词：水能规划；防洪设计；枢纽布置。绪论1.1基本资料1.1.1流域概况淠河是淮河南岸主要支流之一，源出安徽省西南部大别山北麓，有东西二条主要源流，即东淠河和西淠河，已分别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二支：东支黄尾河上已建有磨子潭水库；西支漫水河上拟建H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6000km2。横排头处已建有淠河灌区的渠首枢纽工程，灌区用水主要由磨子潭、佛子岭、响洪甸三大水库提供，灌区设计灌溉面积660万亩。东淠河佛子岭水库以上（控制面积1840km2）属大别山深山区，多为高山峻岭，最高峰白马尖高程1774m（废黄基面，下同），流域呈扇形，形状系数（宽长比）1.04，主河道长77km，平均坡度6.5‰。磨子潭、H水库以上（控制面积分别为570km2和745km2）流域均呈叶状，形状系数分别为0.63和0.72，主河道长分别为46km和51km，相应平均坡度分别为10.5‰和5.6‰。H水库坝址位于漫水河中游，距佛子岭水库大坝约26km，在霍山县H乡境内。1.1.2水文与气象本区地处北亚热带北缘，属东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影响，降水随地形的抬升而递增的现象较明显，在接近大别山主体处形成一个多雨中心。库区多年平均降水量1480mm，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2593mm，发生在1954年，最小年降水量900mm，发生在1978年。多年月平均气温为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1197mm，无霜期220天，最长、最短无霜期分别为270d和193d。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北向。月份降水量蒸发量平均值（mm）气温平均值（℃）平均值（mm）占全年（%）一月422.944.72.84二月644.347.84.3三月1097.477.99.31四月1359.111215.7五月17311.713620.7六月23315.815424.8七月23015.516827.7八月20413.815527九月1177.910221.7十月865.884.416.5十一月573.86410.6十二月322.151.94.95据1950～2002年流量资料统计分析，H水库多年平均入库流量19.51m3/s，多年平均来水量6.15亿m3，实测最大峰流量为7520m3/s（1969年），百年一遇洪水总量（3日）为4.091亿m3，洪峰流量为8921m3/s；千年一遇洪水总量（3日）为6.602亿m3，洪峰流量为14599m3/s；五千年一遇洪水总量（3日）为8.408亿m3，洪峰流量为18648m3/s。H水库历年逐月平均流量统计表m3/s年份1月2月3月4月5月6月7月8月9月10月11月12月年均195011.011.017.025.06.013.053.022.027.025.011.03.518.719517.018.08.015.021.033.058.09.025.04.04.24.217.219526.518.549.030.031.06.026.047.535.020.011.06.023.919536.015.019.013.010.059.532.039.017.09.018.511.020.8195425.024.516.530.558.070.0232.030.512.57.53.06.043.0195510.021.031.530.014.075.025.045.010.03.01.51.322.219563.82.218.533.544.047.720.886.015.88.02.42.223.719575.56.97.821.454.823.952.722.14.51.96.010.718.319584.33.710.451.549.45.02.347.911.227.08.35.019.019596.736.227.840.951.321.018.42.713.12.512.99.120.219606.75.038.828.023.759.624.27.230.76.59.44.920.319614.04.619.510.316.519.524.420.727.76.920.77.015.219624.78.85.718.320.930.145.666.051.212.311.78.323.719633.53.417.457.956.78.262.369.818.15.07.64.626.419647.416.325.376.153.138.916.85.64.814.07.63.722.419652.812.17.528.48.63.85.222.34.57.310.45.09.819665.96.313.126.623.216.631.31.31.41.52.72.311.119673.86.514.217.324.08.726.65.23.53.718.76.111.519684.13.611.413.629.84.834.49.78.13.53.09.811.419698.516.518.243.222.97.6245.010.912.75.64.42.833.519702.65.713.520.040.247.347.014.034.213.45.04.720.719714.55.517.222.433.075.819.57.215.333.06.03.120.219722.98.331.320.422.621.013.630.616.519.525.75.118.119734.824.525.230.132.639.729.412.132.26.12.82.120.019742.910.18.119.958.420.632.613.53.03.94.03.315.119753.57.85.314.623.947.541.5108.017.131.811.49.527.019764.715.117.316.229.322.19.94.88.03.63.32.311.419772.23.717.239.165.919.836.155.616.913.810.25.024.019786.112.612.49.620.413.32.74.32.71.42.71.97.519791.93.34.417.230.337.127.06.914.02.82.12.512.519806.03.221.717.413.747.987.221.018.69.43.72.729.619813.311.07.729.83.729.551.832.016.234.120.77.02.619825.010.119.125.012.826.675.444.112.75.412.76.421.419834.13.74.920.624.760.523.010.934.168.68.24.830.919844.36.97.613.514.664.924.541.631.56.55.512.219.419854.64.721.117.851.511.225.64.819.040.11.05.718.219864.23.111.712.615.248.364.79.614.13.24.73.716.419877.214.122.028.842.516.250.162.016.98.720.64.324.619882.93.219.35.833.223.58.749.427.14.31.91.715.319892.55.717.619.422.170.312.336.17.68.221.13.619.719904.542.316.819.629.07.012.89.76.33.77.63.513.619914.813.839.548.325.784.562.019.07.02.41.42.242.919922.73.823.69.84.114.53.71.910.32.61.61.86.719938.714.140.512.49.427.415.238.656.96.311.47.624.119943.87.616.317.328.021.223.319.518.34.93.16.214.219959.26.85.219.253.169.011.617.83.96.72.62.317.319963.53.016.58.69.979.3129.015.612.612.213.44.225.719974.48.325.6.66.73.520.318.28.63.03.47.79.7199812.210.626.443.933.113.420.722.76.13.62.52.816.619992.61.88.222.813.8124.026.027.910.89.57.94.221.520008.288.845.253.124.9913.95.8615.114.617.69.2810.89.8200113.712.59.4513.29.2215.911.811.22.942.673.528.589.5420024.047.5725.117.135.645.721.828.88.014.614.0910.617.75平均5.710.317.723.628.534.245.28.016.410.88.15.219.51%2.44.47.610.112.214.719.312.07.04.63.52.2100水利水电工程规划设计一般按水文年进行设计年径流分析。根据实测径流资料，从大多数年份的径流变化特性考虑，确定水文年自每年3月至次年2月。以1993年实测洪水为典型，当暴雨中心在H水库时，H水库与佛子岭水库按同频率法放大的各区设计洪水过程线成果见表1-3。H设计洪水过程线流量：m3/s重现期50年一遇100年一遇1000年一遇重现期50年一遇100年一遇1000年一遇时段(h)HHH时段(h)HHH1798912026217244331278881192729032744337786117283033414624768611629290326442583931263029633345263644105563130033745774585156983229032644284304846563328331843193854335883428732343810341383520352803154271129633345136274308418122512823823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.7429930990.06605254774.07407407199013.54113.60.7115990250.08317512375.92592593199142.94212.50.6540432210.11968609377.7777777819926.74311.50.6017197630629629631993244411.40.5964874180.16282240481.48148148199414.24511.40.5964874180.16282240483.33333333199517.34611.10.58079038018518519199625.7479.80.5127698850.23739318587.0370370419979.4489.80.5127698850.23739318588.88888889199816.6499.70.507537540.24251927590.74074074199921.5509.540.4991657860.2508349192.5925925920009.8517.50.3924259330.36914624794.4444444420019.3526.70.3505671670.42176300596.2962963200217.43532.60.136040990.74642517198.148148152.1.2目估适线法确定径流频率曲线参数（1）已知条件序号系列值频率1430.018518519242.90.037037037333.50.055555556430.90.074074074529.60.0925925936270.111111111726.40.12962963825.70.148148148924.60.1666666671024.10.18518518511240.2037037041223.90.2222222221323.70.2407407411423.70.2592592591522.40.2777777781622.20.2962962961721.50.3148148151821.40.3333333331920.80.3518518522020.70.370370372120.30.3888888892220.20.4074074072320.20.42592592624200.4444444442519.70.4629629632619.40.48148148127190.52818.70.5185185192918.30.5370370373018.20.5555555563118.10.5740740743217.750.5925925933317.30.6111111113417.20.629629633516.60.6481481483616.40.6666666673715.30.6851851853815.20.7037037043915.10.7222222224014.20.7407407414113.60.7592592594212.50.7777777784311.50.7962962964411.40.8148148154511.40.8333333334611.10.851851852479.80.87037037489.80.888888889499.70.907407407509.540.925925926517.50.944444444526.70.962962963532.60.981481481（2）利用程序输出三组结果进行比较第一组《洪峰流量频率曲线》计算成果样本均值Ex=19.18变差系数Cv=0.40偏态系数Cs=1倍比系数Cs/Cv=2.5序号 流量(m3/s) 频率(%)1 43.00 1.852 42.90 3.703 33.50 5.564 30.90 7.415 29.60 9.266 27.00 11.117 26.40 12.968 25.70 14.819 24.60 16.6710 24.10 18.5211 24.00 20.3712 23.90 22.2213 23.70 24.0714 23.70 25.9315 22.40 27.7816 22.20 29.6317 21.50 31.4818 21.40 33.3319 20.80 35.1920 20.70 37.0421 20.30 38.8922 20.20 40.7423 20.20 42.5924 20.00 44.4425 19.70 46.3026 19.40 48.1527 19.00 50.0028 18.70 51.8529 18.30 53.7030 18.20 55.5631 18.10 57.4132 17.75 59.2633 17.30 61.1134 17.20 62.9635 16.60 64.8136 16.40 66.6737 15.30 68.5238 15.20 70.3739 15.10 72.2240 14.20 74.0741 13.60 75.9342 12.50 77.7843 11.50 79.6344 11.40 81.4845 11.40 83.3346 11.10 85.1947 9.80 87.0448 9.80 88.8949 9.70 90.7450 9.54 92.5951 7.50 94.4452 6.70 96.3053 2.60 98.15第二组《洪峰流量频率曲线》计算成果样本均值Ex=19.18变差系数Cv=0.40偏态系数Cs=1.2倍比系数Cs/Cv=3序号 流量(m3/s) 频率(%)1 43.00 1.852 42.90 3.703 33.50 5.564 30.90 7.415 29.60 9.266 27.00 11.117 26.40 12.968 25.70 14.819 24.60 16.6710 24.10 18.5211 24.00 20.3712 23.90 22.2213 23.70 24.0714 23.70 25.9315 22.40 27.7816 22.20 29.6317 21.50 31.4818 21.40 33.3319 20.80 35.1920 20.70 37.0421 20.30 38.8922 20.20 40.7423 20.20 42.5924 20.00 44.4425 19.70 46.3026 19.40 48.1527 19.00 50.0028 18.70 51.8529 18.30 53.7030 18.20 55.5631 18.10 57.4132 17.75 59.2633 17.30 61.1134 17.20 62.9635 16.60 64.8136 16.40 66.6737 15.30 68.5238 15.20 70.3739 15.10 72.2240 14.20 74.0741 13.60 75.9342 12.50 77.7843 11.50 79.6344 11.40 81.4845 11.40 83.3346 11.10 85.1947 9.80 87.0448 9.80 88.8949 9.70 90.7450 9.54 92.5951 7.50 94.4452 6.70 96.3053 2.60 98.15第三组《洪峰流量频率曲线》计算成果样本均值Ex=19.18变差系数Cv=0.40偏态系数Cs=0.8倍比系数Cs/Cv=2序号 流量(m3/s) 频率(%)1 43.00 1.852 42.90 3.703 33.50 5.564 30.90 7.415 29.60 9.266 27.00 11.117 26.40 12.968 25.70 14.819 24.60 16.6710 24.10 18.5211 24.00 20.3712 23.90 22.2213 23.70 24.0714 23.70 25.9315 22.40 27.7816 22.20 29.6317 21.50 31.4818 21.40 33.3319 20.80 35.1920 20.70 37.0421 20.30 38.8922 20.20 40.7423 20.20 42.5924 20.00 44.4425 19.70 46.3026 19.40 48.1527 19.00 50.0028 18.70 51.8529 18.30 53.7030 18.20 55.5631 18.10 57.4132 17.75 59.2633 17.30 61.1134 17.20 62.9635 16.60 64.8136 16.40 66.6737 15.30 68.5238 15.20 70.3739 15.10 72.2240 14.20 74.0741 13.60 75.9342 12.50 77.7843 11.50 79.6344 11.40 81.4845 11.40 83.3346 11.10 85.1947 9.80 87.0448 9.80 88.8949 9.70 90.7450 9.54 92.5951 7.50 94.4452 6.70 96.3053 2.60 98.15（3）结论汇总通过三组数据对比可以得到以下结论：样本均值Ex=19.18变差系数Cv=0.40偏态系数Cs=0.8倍比系数Cs/Cv=22.2径流调节计算2.2.1水电站设计保证率的选择（1）参照原理水电站设计保证率的取值关系到供电可靠性，水能资源利用程度及电站造价。一般地讲，水电站装机规模越大，系统中水电所占比重越大，系统中重要用户越多，正常工作遭到破坏时的损失越严重，常采用较高设计保证率。而对于河流径流变化剧烈和水库调节性能好的水电站，也采用较高的设计保证率。此外，水电站的设计保证率的取值还与电力系统用户组成和负荷特性，以及可能采取的弥补不足出力的措施等因素有关。装机容量小于25000kw的小型水电站，设计保证率一般采用65%—90%，以灌溉为主的农村小水电站工程的设计保证率，常与灌溉设计保证率取同值，大，中型水电站的设计保证率见下表。水电站设计保证率系统中水电站容量比重25以下25—5050以上水电站设计保证率（%）80—9090—9595—98（2）结论依据参照原理及水电站设计保证率表可得设计保证率取90%.2.2.2水库调节性能的判断(1)水位库容关系水库库容关系表水位库容13511451751601425170321618058862001481420115436202160592031668120417304205179262061863520719344208200522092076121021470水位库容21122268212230662132386421424662215254602162636021727260218281602192906022029960221309602223196022332960224339602253496022636066水位库容2273717222838278229393842304049023141714232429382334416223445386235466102364795023749290238506302395197024053310(2)调节性能的判断通常用库容系数β反映水库兴利调节能力，当β在8%到30%时，一般可进行年调节。当天然径流年内分配较均匀时β在2%到8%时，可进行年调节。总的来说。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。通过计算H水电站坝址处多年平均流量为19.18m3/s，则多年平均年水量为。已知正常蓄水位分别为202、204、206米，拟定三个死水位方案（182.2米，184.1米，186.03米）进行计算。第一组Z蓄=202米V=16059万Z死=182.2米V死V兴=16059-6000=10059万=16.6%第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万=15.3%第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴=18635-10000=8635万=14.2%依据三组数据，综上所述该水库为年调节.2.2.3径流调节计算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下表。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现在根据以上资料，采用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：Qd=(Qw=(Qm=求得：T=730h；A为水电站出力系数取为8.52.3正常蓄水位的选择已知资料或求得资料已知正常蓄水位分别为202、204、206米，拟定三个死水位方案（182.2米，184.1米，186.03米）进行计算。第一组Z蓄=202米V=16059万Z死=182.2米V死V兴=16059-6000=10059万第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴=18635-10000=8635万2.3.1保证出力计算（1）枯水年的选择枯水年为1966年3月至1967年2月水文年三四五六七八九十十一十二一二年均1966-196713.126.523.116.631.21.31.41.52.72.33.86.510.83(2)计算第一组Z蓄Z死=V兴=16059-6000=10059万m3=38.3m³/计算供水期使用流量计算的年限为1996.8至1997.2W=1.3+1.4+1.5+2.7+2.3+3.8+6.5=19.5Q=(19.5+38.3)/7=8.3m³/s经过与选定月份的比较发现该次计算合理故：Q=8.3m³/s计算蓄水使用流量计算的年限为1996.3至1996.7W=13.1+26.5+23.1+16.6+31.2=110.5Q=(110.5-38.3)/5=14.44m³/s经过与选定月份的比较发现该次计算不合理，三月份流量小于该流量未达到计算要求重新计算计算的年限为1996.4至1996.7W=26.5+23.1+16.6+31.2=97.4Q=(97.4-38.3)/4=14.8m³/s经过与选定月份的比较发现该次计算合理故：Q=14.8m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1966.313.113.1026.726.70.859.351966.426.514.811.726.732.550.857.151966.523.114.88.338.442.550.8512.151966.616.614.81.846.747.60.8515.151966.731.214.816.448.556.70.8522.151966.81.38.3-764.961.40.8533.151966.91.48.3-6.957.954.450.8525.151966.101.58.3-6.85147.60.8524.151966.112.78.3-5.644.241.40.8519.151966.122.38.3-638.635.60.8517.151967.13.88.3-4.532.630.350.8515.151967.26.58.3-1.828.127.20.8514.1526.3第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万m3=35.4m³/计算供水期使用流量计算的年限为1996.8至1997.2W=1.3+1.4+1.5+2.7+2.3+3.8+6.5=19.5Q=(19.5+35.4)/7=7.8m³/s经过与选定月份的比较发现该次计算合理故：Q=7.8m³/s计算蓄水使用流量计算的年限为1996.3至1996.7W=13.1+26.5+23.1+16.6+31.2=110.5Q=(110.5-35.4)/5=15m³/s经过与选定月份的比较发现该次计算不合理，三月份流量小于该流量未达到计算要求重新计算计算的年限为1996.4至1996.7W=26.5+23.1+16.6+31.2=97.4Q=(97.4-35.4)/4=15.5m³/s经过与选定月份的比较发现该次计算合理故：Q=15.5m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1966.313.113.1028280.859.351966.426.515.5112833.50.855.151966.523.115.57.63942.80.859.151966.616.615.51.146.647.150.8510.151966.731.215.515.747.755.550.8518.151966.81.37.8-6.563.460.150.8532.151966.91.47.8-6.456.953.70.8525.151966.101.57.8-6.350.547.350.8524.151966.112.77.8-5.144.241.650.8519.151966.122.37.8-5.539.136.350.8517.151967.13.87.8-433.631.60.8515.151967.26.57.8-1.329.628.950.8514.1528.3第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴=18635-10000=8635万m3=32.9m³/计算供水期使用流量计算的年限为1996.8至1997.2W=1.3+1.4+1.5+2.7+2.3+3.8+6.5=19.5Q=(19.5+32.9)/7=7.5m³/s经过与选定月份的比较发现该次计算合理故：Q=7.5m³/s计算蓄水使用流量计算的年限为1996.3至1996.7W=13.1+26.5+23.1+16.6+31.2=110.5Q=(110.5-32.9)/5=15.52m³/s经过与选定月份的比较发现该次计算不合理，三月份流量小于该流量未达到计算要求重新计算计算的年限为1996.4至1996.7W=26.5+23.1+16.6+31.2=97.4Q=(97.4-32.9)/4=16m³/s经过与选定月份的比较发现该次计算合理故：Q=16m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1966.313.113.1030300.859.351966.426.516.010.53035.250.859.151966.523.116.07.140.544.050.8511.151966.616.616.00.647.647.90.8514.151966.731.216.015.248.255.80.8521.151966.81.37.5-6.263.460.30.8536.151966.91.47.5-6.157.254.150.8526.151966.101.57.5-651.148.10.8525.151966.112.77.5-4.845.142.70.8524.151966.122.37.5-5.240.337.70.8517.151967.13.87.5-3.735.133.250.8516.151967.26.57.5-131.430.90.8515.1530.4（3）结果计算与输出利用公式H平净Np第一组33.1525.1524.1519.1517.1515.1514.15H平净=Np=AQ第二组32.1525.1524.1519.1517.1515.1514.15H平净=Np=AQ第三组36.1526.1525.1524.1517.1516.1515.15H平净=Np=AQ2.3.2多年平均发电量计算（1）数据分析平水年的选择典型平水年为1959年3月至1960年2月水文年三四五六七八九十十一十二一二年均P=50%29.343.054.022.119.42.813.82.613.69.67.15.318.54第一组Z蓄=202米V=16059万Z死=182.2米V死V兴=16059-6000=10059万m3=38.3m³/计算供水期使用流量计算的年限为1959.8至1960.2W=2.8+2.6+9.6+7.1+5.3=27.4Q=(27.4+38.3)/5=13.1m³/s经过与选定月份的比较发现该次计算合理故：Q=13.1m³/s计算蓄水使用流量计算的年限为1959.3至1960.7W=29.3+43+54+22.1+19.4=167.8Q=(167.8-38.3)/5=25.9m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1959.3至1959.5W=29.3+43+54=126.3Q=(126.3-38.3)/3=29.2m³/s经过与选定月份的比较发现该次计算合理故：Q=29.2m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1959.329.329.20.126.726.70.850.151959.44329.213.826.733.60.852.151959.55429.224.840.552.90.8515.151959.622.122.1065.365.30.8522.151959.719.419.4065.365.30.8527.151959.82.813.1-10.365.360.150.8528.151959.913.813.8055550.8523.151959.102.613.1-10.55549.750.8523.151959.1113.613.6044.544.50.8519.151959.129.613.1-3.544.542.750.8517.151960.17.113.1-641380.8514.151960.25.313.1-7.83531.10.8510.1527.2第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万m3=35.4m³/计算供水期使用流量计算的年限为1959.8至1960.2W=2.8+2.6+9.6+7.1+5.3=27.4Q=(27.4+35.4)/5=12.6m³/s经过与选定月份的比较发现该次计算合理故：Q=12.6m³/s计算蓄水使用流量计算的年限为1959.3至1960.7W=29.3+43+54+22.1+19.4=167.8Q=(167.8-35.4)/5=26.4m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1959.3至1959.5W=29.3+43+54=126.3Q=(126.3-35.4)/3=29.3m³/s经过与选定月份的比较发现该次计算合理故：Q=29.3m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头12345891959.329.329.3028280.851.151959.44329.313.72834.850.852.151959.55429.324.741.754.050.8514.151959.622.122.1066.466.40.8523.151959.719.419.4066.466.40.8528.151959.82.812.6-9.866.461.50.8530.151959.913.813.8056.656.60.8523.151959.102.612.6-1056.651.60.8525.151959.1113.613.6046.646.60.8519.151959.129.612.6-346.645.10.8519.151960.17.112.6-5.543.640.850.8516.151960.25.312.6-7.338.134.450.8512.1530.8第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴=18635-10000=8635万m3=32.9m³/计算供水期使用流量计算的年限为1959.8至1960.2W=2.8+2.6+9.6+7.1+5.3=27.4Q=(27.4+32.9)/5=12m³/s经过与选定月份的比较发现该次计算合理故：Q=12m³/s计算蓄水使用流量计算的年限为1959.3至1960.7W=29.3+43+54+22.1+19.4=167.8Q=(167.8-32.9)/5=26.9m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1959.3至1959.5W=29.3+43+54=126.3Q=(126.3-32.9)/3=30m³/s经过与选定月份的比较发现该次计算合理故：Q=30m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1959.330.3300.330300.850.151959.44330.0133036.50.852.151959.55430.02443550.8515.151959.622.122.1067670.8522.151959.719.419.4067670.8527.151959.82.812-9.26762.40.8532.151959.913.813.8057.857.80.8523.151959.102.612-9.457.853.10.8527.151959.1113.613.6048.448.40.8519.151959.129.612-2.448.447.20.8521.151960.17.112-4.94643.550.8518.151960.25.312-6.741.137.750.8514.1534.4丰水年的选择典型丰水年为1975年3月至1976年2月水文年三四五六七八九十十一十二一二年均P=10%5.715.625.550.844.4115.418.334.012.210.25.016.129.43第一组Z蓄=202米V=16059万Z死=182.2米V死V兴=16059-6000=10059万m3=38.3m³/计算供水期使用流量计算的年限为1975.11至1976.2W=12.2+10.2+5.0+16.1=43.5Q=(43.5+38.3)/4=20.1m³/s经过与选定月份的比较发现该次计算合理故：Q=20.1m³/s计算蓄水使用流量计算的年限为1975.6至1960.8W=44.4+115.4+50.8=210.6Q=(210.6-38.3)/3=57.4m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1975.8W=115.4Q=(115.4-38.3)/1=77.1m³/s经过与选定月份的比较发现该次计算合理故：Q=77.1m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1975.35.75.7026.726.70.8519.351975.415.615.6026.726.70.859.351975.525.525.5026.726.70.856.351975.650.850.8026.726.70.852.351975.744.444.4026.726.70.850.351975.8115.477.138.326.745.850.8511.151975.918.318.3065650.8521.151975.103434065650.8516.151975.1112.220.1-7.96561.050.8514.151975.1210.220.1-9.957.152.150.8512.151976.1520.1-15.147.239.650.8510.151976.216.120.1-432.130.10.859.1528.1第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万m3=35.4m³/计算供水期使用流量计算的年限为1975.11至1976.2W=12.2+10.2+5.0+16.1=43.5Q=(43.5+35.4)/4=19.7m³/s经过与选定月份的比较发现该次计算合理故：Q=19.7m³/s计算蓄水使用流量计算的年限为1975.6至1960.8W=44.4+115.4+50.8=210.6Q=(210.6-35.4)/3=58.4m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1975.8W=115.4Q=(115.4-35.4)/1=80m³/s经过与选定月份的比较发现该次计算合理故：Q=80m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1975.35.75.7028280.8521.151975.415.615.6028280.8511.151975.525.525.5028280.858.151975.650.850.8028280.854.151975.744.444.4028280.852.151975.8115.48035.42845.70.8513.151975.918.318.3063.463.40.8523.151975.103434063.463.40.8516.151975.1112.219.7-7.563.459.650.8514.151975.1210.219.7-9.555.951.150.8512.151976.1519.7-14.746.439.050.8511.151976.216.119.7-3.631.729.90.859.1528.1第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴=18635-10000=8635万m3=32.9m³/计算供水期使用流量计算的年限为1975.11至1976.2W=12.2+10.2+5.0+16.1=43.5Q=(43.5+32.9)/4=19.1m³/s经过与选定月份的比较发现该次计算合理故：Q=19.1m³/s计算蓄水使用流量计算的年限为1975.6至1960.8W=44.4+115.4+50.8=210.6Q=(210.6-32.9)/3=60m³/s经过与选定月份的比较发现该次计算不合理，月份流量小于该流量未达到计算要求重新计算计算的年限为1975.8W=115.4Q=(115.4-32.9)/1=83m³/s经过与选定月份的比较发现该次计算合理故：Q=83m³/s日期天然流量调节流量水库蓄水量平均蓄水量水头损失净水头1975.35.75.7030300.8520.151975.415.615.6030300.8510.151975.525.525.5030300.857.151975.650.850.8030300.853.151975.744.444.4030300.851.151975.8115.48332.43046.20.8513.151975.918.318.3062.462.40.8523.151975.103434062.462.40.8513.151975.1112.219.1-6.962.458.950.8514.151975.1210.219.1-8.955.551.050.8513.151976.1519.1-14.146.639.550.8511.151976.216.119.1-332.5310.859.1529.5（2）结果计算第一组枯水年净水头出力9.351041.12257.15899.4712.151528.4715.151905.8722.152786.4733.152338.732525.151774.332524.151703.782519.151351.032517.151209.932515.151068.832514.15998.282513582620.9平水年净水头出力0.1537.232.15533.6315.153760.2322.154160.877527.154477.03528.153134.502523.152715.49523.152577.752519.152213.7417.151909.652514.151575.602510.151130.202520604943.5丰水年净水头出力19.35937.50759.351239.816.351376.36252.351014.730.35132.0911.157307.152521.153289.882516.154667.3514.152417.527512.152075.827510.151734.12759.151563.277520261620.85E年=13（第二组枯水年净水头出力9.351041.12255.15678.51259.151205.512510.151337.262518.152391.262532.152131.54525.151667.44524.151601.14519.151269.64517.151137.04515.151004.44514.1593888平水年净水头出力1.15286.40752.15535.457514.153524.057523.154348.727528.154641.93530.153229.06523.152715.49525.152693.56519.152213.7419.152050.96516.151729.66512.151301.26521367351.85丰水年净水头出力21.151024.717511.151478.498.151766.51254.151791.972.15811.4113.15894223.153600.982516.154667.3514.152369.417512.152034.517511.151867.06759.151532.167523277219.83E年=13（第三组枯水年净水头出力9.351041.12259.151244.411.151516.414.151924.421.152876.436.152304.562526.151667.062525.151603.312524.151539.562517.151093.312516.151029.562515.15965.812513728314.3平水年净水头出力0.1538.252.15548.2515.153863.2522.154160.877527.154477.03532.153279.323.152715.49527.152769.319.152213.7421.152157.318.151851.314.151443.321547700.18丰水年净水头出力20.15976.267510.151345.897.151549.76253.151360.171.15434.0113.159277.32523.153600.982513.153800.3514.152297.252513.152134.902511.151810.20259.151485.502521953010.78E年=13（2.3.3水利动能经济计算（1）所需资料及公式由施工进度及工程概算定出水电站的施工期限m=4年。计算出水电站的造价原值及折现至施工期末的折算造价RP1=K1rACh按照规范计算水电站正常运行期的年运行费U（2）计算结果水电站水库正常蓄水位方案比较表方案1方案2方案31正常蓄水位2022042062保证出力150014811615.63多年平均电能13582620.911974253.8813728314.34造价原值52241.1253345.8958968.625折算造价60032.5364908.1269061.686本利年摊还值4907.235305.785727.047运行费914.22988.741066.958年费用5821.456294.256973.99结论：由以上的数据选择Z=202m2.4死水位的选择已知资料或求得资料已知正常蓄水位分别为202、204、206米，三个死水位方案（182.2米，184.1米，186.03米）进行计算。第一组Z蓄=202米V=16059万Z死=182.2米V死V兴=16059-6000=10059万第二组Z蓄=204米V=17304万Z死=184.1米V死=8000V兴=17304-8000=9304万第三组Z蓄=206米V=18635万Z死=186.03米V死=10000V兴Z蓄Z死=V兴=16059-6000=10059万m3=38.3m³/计算供水期使用流量计算的年限为1996.8至1997.2W=1.3+1.4+1.5+2.7+2.3+3.8+6.5=19.5Q=(19.5+38.3)/7=8.3m³/s经过与选定月份的比较发现该次计算合理故：Q=8.3m³/s计算蓄水使用流量计算的年限为1996.3至1996.7W=13.1+26.5+23.1+16.6+31.2=110.5Q=(110.5-38.3)/5=14.44m³/s经过与选定月份的比较发现该次计算不合理