白莲崖水电站水能规划及调度图绘制

水利水电工程专业毕业设计PAGEII目录第一章水能规划 11.1水文资料分析 11.1.1年径流频率分析 11.1.2年径流及其年内分配 31.1.3水库调节性能的判断 41.2死水位选择 41.2.1径流调节 41.3装机容量选择 51.3.1最大工作容量的确定 51.3.2必需容量的确定 71.3.3重复容量的确定 81.3.4装机容量的确定 81.3.5电力系统平衡图 81.4防洪设计 91.4.1设计标准 91.4.2调洪演算 -1-1.4.3泄流量的计算 -1-1.4.4百年一遇调洪计算 -14-1.5水库调度图的绘制 -21-第二章枢纽布置及挡水、泄水建筑物设计 -26-2.1枢纽布置 -26-2.2挡水建筑物 -26-2.2.1坝高确定 -26-2.2.2基本剖面设计 -27-2.2.3实用剖面 -28-2.2.4廊道设置 -28-2.2.5坝体排水 -29-2.2.6非溢流坝稳定与强度校核 -29-2.3泄水建筑物—砼溢流坝 -34-2.3.1溢流坝剖面设计 -34-2.3.2坝体廊道及排水设置 -37-2.3.3溢流坝强度与稳定校核 -37-第三章水电站厂房设计 -42-3.1水头Hmax、Hmin、Hr选择 -42-3.1.1最大水头的确定 -42-3.1.2最小水头的确定 -42-3.2水轮机选型设计 -42-3.3水轮机外形尺寸计算 -44-3.3.1蜗壳尺寸 -44-3.3.2尾水管尺寸 -45-3.4有压式进水口布置 -46-3.4.1进水口轮廓尺寸计算 -46-3.4.2进水口高程计算 -46-3.4.3拦污栅布置 -47-3.5水轮机发电机外形尺寸计算 -47-3.5.1基本尺寸的计算 -47-3.5.2外形尺寸估算 -48-3.5.3水轮发电机总重估算 -49-3.6油压装置与调速器计算 -50-3.6.1调速功的计算 -50-3.6.2导叶接力器容积 -50-3.6.3油压装置选择 -51-3.7厂房布置 -51-3.7.1厂房各层高程确定 -51-3.7.2厂房宽度的确定 -53-3.7.3主厂房长度 -54-3.8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。 -55-3.9油系统的布置 -55-3.10供水系统 -55-3.11排水系统 -55-3.12厂区布置 -55-PAGE11第一章水能规划1.1水文资料分析1.1.1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1-1由于要按水文年度进行设计年径流分析,根据资料,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,选配得到较满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1-1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1-2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，采用频率曲线参数为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。1.1.2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1-3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：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）；、、分别表示供水期、蓄水期及不蓄不供期的时间长度（月）；Qd、Qw、Qm分别表示供水期、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。1.1.3水库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<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别为：、、，所以相对应的兴利库容分别为、、,相应的库容系数β分别为0.272、0.257、0.243,所以该水库为年调节。1.2死水位选择1.2.1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的兴利库容分别为、、。分别对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1-4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)313.1179.0180.5179.7511.03602133.446.354347.91426.5180.5189.2184.8511.03602133.451.454826.33523.1189.2196.5192.8511.03602133.459.455576.77616.6196.5199.9198.2011.03602133.464.86078.64731.2199.9208.0203.9511.03602133.470.556618.0281.3208.0204.3206.1510.68285133.572.656596.925409.3391.4204.3200.5202.4010.68285133.568.906256.415409.33101.5200.5195.3197.9010.68285133.564.405847.795409.33112.7195.3190.6192.9510.68285133.559.455398.315409.33122.3190.6185.7188.1510.68285133.554.654962.455409.3313.8185.7181.6183.6510.68285133.550.154553.835409.3326.5181.6179.0180.3010.68285133.546.804249.645409.33表1-5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)313.1181.0182.0181.5011.76133.448.104807.44426.5182.0190.7186.3511.76133.452.955292.18523.1190.7197.4194.0511.76133.460.656061.78616.6197.4200.2198.8011.76133.465.406536.52731.2200.2208.0204.1011.76133.470.707066.2481.3208.0203.8205.9010.17133.472.506265.305234.4691.4203.8200.9202.3510.17133.468.955958.525234.46101.5200.9196.2198.5510.17133.465.155630.135234.46112.7196.2191.8194.0010.17133.460.605236.935234.46122.3191.8187.2189.5010.17133.456.104848.055234.4613.8187.2183.4185.3010.17133.451.904485.095234.4626.5183.4181.0182.2010.17133.448.804217.205234.46表1-6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)313.1183.0183.6183.3012.40133.449.905261.51426.5183.6191.9187.7512.40133.454.355730.73523.1191.9198.2195.0512.40133.461.656500.45616.6198.2200.4199.3012.40133.465.906948.57731.2200.4208.0204.2012.40133.470.807465.2381.3208.0203.9205.959.71133.472.555984.905103.9991.4203.9203.9203.909.71133.470.505815.795103.99101.5203.9197.0200.459.71133.467.055531.195103.99112.7197.0192.9194.959.71133.461.555077.475103.99122.3192.9188.6190.759.71133.457.354731.005103.9913.8188.6185.1186.859.71133.453.454409.285103.9926.5185.1183.0184.059.71133.450.654178.295103.99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.1.3装机容量选择1.3.1最大工作容量的确定按比例得到各个月的24小时的负荷变化情况，再绘制各月的日电能累积曲线。设计负荷水平年的最大负荷为62万kW。表1-7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144.9644.0443.4042.4841.5540.6241.5442.4643.4044.3245.2545.88243.7542.8542.1641.2640.3739.4040.3041.2042.1643.0643.9544.64342.5341.6640.9240.0539.1838.1939.0639.9340.9241.7942.6643.40441.3240.4739.6838.8437.9936.9837.8238.6639.6840.5241.3742.16543.7542.8540.9240.0539.1838.1939.0639.9340.9241.7942.6644.64644.9644.0443.4042.4841.5540.6241.5442.4643.4044.3245.2545.88748.6147.6245.8844.9043.9343.0444.0245.0045.8846.8647.8349.60853.4752.3848.3647.3346.3045.4746.5047.5348.3649.3950.4254.56958.3357.1453.3252.1951.0549.7150.8451.9753.3254.4555.5959.521055.9054.7652.0850.9749.8648.5049.6050.7052.0853.1954.3057.041153.4752.3849.6048.5447.4946.6847.7448.8049.6050.6651.7154.561251.0450.0048.3647.3346.3045.4746.5047.5348.3649.3950.4252.081348.6147.6247.1246.1245.1144.2545.2646.2747.1248.1249.1349.601449.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.841551.0450.0050.8449.7648.6847.8948.9850.0750.8451.9253.0052.081652.2551.1952.0850.9749.8648.5049.6050.7052.0853.1954.3053.321754.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.801857.1155.9555.8054.6153.4352.1453.3254.5055.8056.9958.1758.281960.7659.5258.2857.0455.8054.5655.8057.0458.2859.5260.7662.002059.5458.3357.0455.8354.6153.3554.5655.7757.0458.2559.4760.762157.1155.9554.5653.4052.2450.9252.0853.2454.5655.7256.8858.282254.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.802349.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.842447.3946.4345.8844.9043.9342.4443.4044.3645.8846.8647.8348.36电能累积曲线的绘制方法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别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。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1-1E保，供～N〞水工曲线1.3.2必需容量的确定系统负荷备用容量采用系统最大负荷的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用系统最大负荷的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。1.3.3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，发现只有1991-1992、1954-1955、1969-1970年三年每年的7月会产生弃水，其余月份均小于水电站工作容量，弃水出力多年平均年持续时间小于h经济，故不另设重复容量。1.3.4装机容量的确定由N装＝N水必＋N重＝N"水工＋N水负＋N水事＋N重所以N装＝6.8+1.0+0.8+0=8.6万kW该水电站的装机容量为8.6万kW，取单机容量4.3万kW。1.3.5电力系统平衡图详细说明见说明书图1-2电力系统容量平衡图1.4防洪设计1.4.1设计标准白莲崖水电站拟建于东淠（pi）河以上西支的漫水河中游，东支黄尾河已建有磨子潭水库，下游东淠河建有佛子岭大型水库。白莲崖水电站以发电为主，兼顾航运，放木以及防洪等综合效益。经分析下游保护对象有六安市霍山县等，为重要城市，洪水重现期为百年一遇。此外该水电站库容在1至10亿m³之间，装机容量为7.4万kW，主体建筑物高度小于130m，根据《水利水电枢纽工程等级划分及设计标准》，确定该工程属于大（2）型工程，永久建筑物等级为2级，据此，永久性水工建筑物的设计洪水的标准取为五百年一遇（P=0.2%）,校核洪水标准取为千年一遇（P=0.1%）。本设计以给定水电站水库坝址断面频率分别为1%，0.2%，0.1%的洪水过程线如表1-11

表1-11白莲崖设计洪水过程线流量：m³/s时段/频率0.1%0.2%1%12502311842264245195335532926248718076435118110948716207518241244718581633111481641144298491472129488210130311457811111349976801296584857913796700477147436534451569260841516640563384177166294291810018796001912871131771201360119581521144012658632214881308892231536135092124154513579262515301345917261472129488227151413309072815571369933291599140595830164114429843118981668113832215618951292332220195113313420081765120335179615781076361583139194937137112058223812491097748391128991676401006884603时段/频率0.1%0.2%1%41885778530421186104271143214018801282442880253117264531372757188046366032172194473800350023004839004000270049400045863150505000490034005165007331386852145991286945005357675000892154530042004312554600380034005643003300300057330030562300583100280020005928002400150060270722001450612490205013506225002000130063245019001300642370200012506524472050120066260021001300673100230018006837903372220069446036002777704981443231837137333280223772338729762030733041267218227426792354160575231720361389762124186612737719311697115778112010378267910119367468090283566555-1.4.2调洪演算考虑本流域的暴雨特性及相应的洪水特性等因素，取水库防洪限制水位为207m，并作为起调水位。根据拟定的溢洪道的尺寸进行调洪计算溢洪道的形式及堰顶高程的选择：由于本设计下游有防洪的要求，其防洪标准为百年一遇。本水库属于大型枢纽，汛期洪水次数发生较多，故采用有闸门控制的溢洪道。取溢洪道前缘总净宽为60m，故取6孔，每孔径宽10m，根据规范取闸门高6m。根据拟定的溢洪道的尺寸进行调洪计算。根据以上计算条件，采用瞬态法分别对下游防护对象及白莲崖水电站设计洪水、校核洪水过程进行调洪计算，即可确定相应的水库设计洪水位和校核洪水位。基本计算公式：(1-4)q=f（V）(1-5)式中：Q、q分别为水库如库流量和下泄流量（m3/s），下标1、2分别表示时段初和时段末的值；V为水库蓄水量（106m3），下标1、2分别表示时段初和时段末的值；Δt为时段长（s）；ΔV为时段内水库蓄水量的变化量（106m3）。联立求解上述二个方程式，即可求出V2、q2两个未知数。具体计算步骤如下：（1）根据水库容积水位关系曲线和泄洪建筑物方案，求出水库下泄流量和库容之间的关系。同时，考虑水电站满负荷发电方式运行，求水库水位与水电站发电流量之间的关系。进而求得水库水位与水库总泄量之间的关系Z~q。（2）选取适当的计算时段，通常以秒为计算单位。（3）对第一个时段进行试算。该时段水位Z1，和相应的蓄水量V1，据此，由Z~q查得相应的水库总泄流量q1。在此基础上，即可按以下步骤进行试算：先假设一个Z2值由Z-q查得相应的水库总泄流量q2，代入式（1-4）中求得时段末蓄水量V2值。然后按此V2值在库容曲线上查出一个新的Z’2,再从Z-q上查得新的q’2将Z’2与所设的Z2值比较。若两者相等或近似相等，则该Z2为所求的时段末水位，其所对应的总泄量q2值为时段末泄流量；否则重新假定Z2值，并重复这一试算过程，直至两者相等或近似相等为止。（4）将第一时段的Z2、V2、q2值作为第二时段末的Z1、V1、q1值，并按（3）的方法进行试算，依次类推，直到求出整个调洪过程。1.4.3泄流量的计算根据需要，泄洪孔取四孔，每孔面积等于6×6m2，洞心高程为180m，溢洪道堰顶高程为202m，排沙孔直径取3m。（实际布置时，坝身泄洪孔布置空间不足，并入排沙孔，并因此多设置排沙孔。）各流量计算公式为：排沙孔泄洪孔溢洪道水轮机以下计算，流量单位为m3/s，水位为m，水头为m，溢洪道宽度B=60m时的调洪演算成果:表1-12上游水位-总下泄流量关系曲线(B=60m)Z上Z下h1q1h2q2h3q3h4q4q219150.6368.37194.3392988.2177450.968.4148.010781.39218149.6868.32194.2382949.7166803.268.3148.110095.20217148.7568.25194.1372910.6156175.568.2148.29428.46216147.8568.15194.0362871.0145568.368.1148.58781.80215146.9868.02193.8352830.8134982.568.0148.88155.92214146.1467.86193.6342790.1124418.867.9149.17551.60213145.3467.66193.3332748.8113878.167.7149.56969.74212144.5667.44193.0322706.8103361.567.4150.06411.32211143.8267.18192.6312664.292870.167.2150.65877.49210143.1166.89192.2302620.982405.366.9151.35369.61209142.4266.58191.7292576.871968.766.6152.04889.22208141.7066.30191.3282532.061562.366.3152.64438.22207141.0365.97190.9272486.451188.566.0153.44019.07206140.4965.51190.2262439.94850.465.5154.43634.93205140.0164.99189.5252392.53552.465.0155.73289.98204139.5964.41188.6242344.22300.661864.4157.12990.51203139.3063.70187.6232294.81106.363.7158.82747.49202139.1162.89186.4222244.40062.9160.92591.601.4.4百年一遇调洪计算对百年一遇洪水进行调洪计算时，起调水位为防洪限制水位207m，相应库容为193.44×106m3，相应下泄能力为4019.07m3/s。当入流量小于4019.07m3/s时，可通过闸门控制下泄流量，使下泄流量等于来水量，维持防洪限制水位。当来水量大于4019.07m3/s时，不能再维持防洪限制水位，水位被迫上升，水库按下泄能力下泄，所能达到的最高水位即为防洪高水位，对应的流量为下游安全泄量，实际选用的安全泄量要比计算值稍小一些，试算得到的下游安全泄量为6056.86m3/s,取用安全泄量为5800m3/s.1.4.4.1防洪高水位的计算表1-13防洪高水位计算表1%洪水过程线，设计洪水位计算时间来水量QQ平均泄水量qq平均△v(万m3)v(万m3)z上v查1184184.0019344207.002195189.5195.00189.500.019344207.003262228.5262.00228.500.019344207.004643452.5643.00452.500.019344207.005871757.0871.00757.000.019344207.00612441057.51244.001057.500.019344207.00711141179.01114.001179.000.019344207.0089841049.0984.001049.000.019344207.009882933.0882.00933.000.019344207.0010781831.5781.00831.500.019344207.0011680730.5680.00730.500.019344207.0012579629.5579.00629.500.019344207.0013477528.0477.00528.000.019344207.0014445461.0445.00461.000.019344207.0015415430.0415.00430.000.019344207.0016384399.5384.00399.500.019344207.0017429406.5429.00406.500.019344207.0018600514.5600.00514.500.019344207.0019771685.5771.00685.500.019344207.0020815793.0815.00793.000.019344207.0021863839.0863.00839.000.019344207.0022892877.5892.00877.500.019344207.0023921906.5921.00906.500.019344207.0024926923.5926.00923.500.019344207.0025917921.5917.00921.500.019344207.0026882899.5882.00899.500.019344207.0027907894.5907.00894.500.019344207.0028933920.0933.00920.000.019344207.0029958945.5958.00945.500.019344207.0030984971.0984.00971.000.019344207.003111381061.01138.001061.000.019344207.003212921215.01292.001215.000.019344207.003313311311.51331.001311.500.019344207.003412031267.01203.001267.000.019344207.003510761139.51076.001139.500.019344207.00369491012.5949.001012.500.019344207.0037822885.5822.00885.500.019344207.0038748785.0748.00785.000.019344207.0039676712.0676.00712.000.019344207.0040603639.5603.00639.500.019344207.0041530566.5530.00566.500.019344207.0042711620.5711.00620.500.019344207.00431282996.51282.00996.500.019344207.004417261504.01726.001504.000.019344207.00193444518801803.01880.001803.000.019344207.00193444621942037.02194.002037.000.019344207.00193444723002247.02300.002247.000.019344207.00193444827002500.02700.002500.000.019344207.00193444931502925.03150.002925.000.019344207.00193445034003275.03400.003275.000.019344207.00193445138683634.03868.003634.000.019344207.00193445245004184.04500.004184.000.019344207.00193445389216710.55250.104875.05660.820004.76207.9320004.5653.72245591.4587256.25591.575420.83477.320482.08208.6120482.365443124951.75547.255569.41-61.720420.35208.5220420.685534003856.05165.285356.27-540.119880.26207.7619879.965630003200.04213.954689.61-536.319344207.00193445723002650.02300.002650.000.019344207.00193445820002150.02000.002150.000.019344207.00193445915001750.01500.001750.000.019344207.00193446014501475.01450.001475.000.019344207.00193446113501400.01350.001400.000.019344207.00193446213001325.01300.001325.000.019344207.00193446313001300.01300.001300.000.019344207.00193446412501275.01250.001275.000.019344207.00193446512001225.01200.001225.000.019344207.00193446613001250.01300.001250.000.019344207.00193446718001550.01800.001550.000.019344207.00193446822002000.02200.002000.000.019344207.00193446927772488.52777.002488.500.019344207.00193447031832980.03183.002980.000.019344207.00193447122372710.02237.002710.000.019344207.00193447220302133.52030.002133.500.019344207.00193447318221926.01822.001926.000.019344207.00193447416051713.51605.001713.500.019344207.00193447513891497.01389.001497.000.019344207.00193447612731331.01273.001331.000.019344207.00193447711571215.01157.001215.000.019344207.001934478826991.5826.00991.500.019344207.001934479746786.0746.00786.000.019344207.001934480665705.5665.00705.500.019344207.00193441.4.4.2设计洪水位的计算表1-14设计洪水位计算表0.2%洪水过程线，设计洪水位计算时间来水量QQ平均泄水量qq平均△v(万m3)v(万m3)z上v查1231231.0019344207.002245238.0245.00238.000.019344207.003329287.0329.00287.000.019344207.004807568.0807.00568.000.019344207.0051094950.51094.00950.500.019344207.00618241459.01824.001459.000.019344207.00716331728.51633.001728.500.019344207.00814421537.51442.001537.500.019344207.00912941368.01294.001368.000.019344207.001011451219.51145.001219.500.019344207.00119971071.0997.001071.000.019344207.0012848922.5848.00922.500.019344207.0013700774.0700.00774.000.019344207.0014653676.5653.00676.500.019344207.0015608630.5608.00630.500.019344207.0016563585.5563.00585.500.019344207.0017629596.0629.00596.000.019344207.0018879754.0879.00754.000.019344207.001911311005.01131.001005.000.019344207.002011951163.01195.001163.000.019344207.002112651230.01265.001230.000.019344207.002213081286.51308.001286.500.019344207.002313501329.01350.001329.000.019344207.002413571353.51357.001353.500.019344207.002513451351.01345.001351.000.019344207.002612941319.51294.001319.500.019344207.002713301312.01330.001312.000.019344207.002813691349.51369.001349.500.019344207.002914051387.01405.001387.000.019344207.003014421423.51442.001423.500.019344207.003116681555.01668.001555.000.019344207.003218951781.51895.001781.500.019344207.003319511923.01951.001923.000.019344207.003417651858.01765.001858.000.019344207.003515781671.51578.001671.500.019344207.003613911484.51391.001484.500.019344207.003712051298.01205.001298.000.019344207.003810971151.01097.001151.000.019344207.00399911044.0991.001044.000.019344207.0040884937.5884.00937.500.019344207.0041778831.0778.00831.000.019344207.00421042910.01042.00910.000.019344207.004318801461.01880.001461.000.019344207.004425312205.52531.002205.500.019344207.00193444527572644.02757.002644.000.019344207.00193444632172987.03217.002987.000.019344207.00193444735003358.53500.003358.500.019344207.00193444840003750.04000.003750.000.019344207.00193444945864293.04586.004293.000.019344207.00193445049004743.04811.534698.7715.919359.92207.0219360.285173316115.55095.884953.71418.219778.17207.611977851.54610354.758842.95400.005247.94706.620484.79208.6120484.49521286911611.95400.005400.001015.321500.06210.0421500.3252.94925399.7459134.45400.005400.001276.122776.14211.6422776.335350005199.95400.005400.00-3.722772.48211.6322772.345442004600.05400.005400.00-288.022484.48211.2722484.265538004000.05400.005400.00-504.021980.48210.6421980.725633003550.05400.005400.00-666.021314.48209.7821314.735730563178.05400.005400.00-799.920514.56208.6520514.275828002928.05036.125218.06-824.419690.14207.4919690.215924002600.02086.903561.51-346.119344207.00193446022002300.02200.002300.000.019344207.00193446120502125.02050.002125.000.019344207.00193446220002025.02000.002025.000.019344207.00193446319001950.01900.001950.000.019344207.00193446420001950.02000.001950.000.019344207.00193446520502025.02050.002025.000.019344207.00193446621002075.02100.002075.000.019344207.00193446723002200.02300.002200.000.019344207.00193446833722836.03372.002836.000.019344207.00193446936003486.03600.003486.000.019344207.00193447044324016.04432.004016.000.019344207.00193447132803856.03280.003856.000.019344207.00193447229763128.02976.003128.000.019344207.00193447326722824.02672.002824.000.019344207.00193447423542513.02354.002513.000.019344207.00193447520362195.02036.002195.000.019344207.00193447618661951.01866.001951.000.019344207.00193447716971781.51697.001781.500.019344207.00193447810371367.01037.001367.000.019344207.001934479936986.5936.00986.500.019344207.001934480835885.5835.00885.500.019344207.00193441.4.4.3校核洪水位的计算表1-15校核洪水位计算表0.1%洪水过程线，设计洪水位计算时间来水量QQ平均泄水量qq平均△v(万m3)v(万m3)z上v查1250250.0019344207.002264257.0264.00257.000.019344207.003355309.5355.00309.500.019344207.004871613.0871.00613.000.019344207.00511811026.01181.001026.000.019344207.00620751628.02075.001628.000.019344207.00718581966.51858.001966.500.019344207.00816411749.51641.001749.500.019344207.00914721556.51472.001556.500.019344207.001013031387.51303.001387.500.019344207.001111341218.51134.001218.500.019344207.00129651049.5965.001049.500.019344207.0013796880.5796.00880.500.019344207.0014743769.5743.00769.500.019344207.0015692717.5692.00717.500.019344207.0016640666.0640.00666.000.019344207.0017716678.0716.00678.000.019344207.00181001858.51001.00858.500.019344207.001912871144.01287.001144.000.019344207.002013601323.51360.001323.500.019344207.002114401400.01440.001400.000.019344207.002214881464.01488.001464.000.019344207.002315361512.01536.001512.000.019344207.002415451540.51545.001540.500.019344207.002515301537.51530.001537.500.019344207.002614721501.01472.001501.000.019344207.002715141493.01514.00149