洪水设计成果

根据工程规模和建筑物的等级，可确定设计洪水标准的频率为1%、校核洪水标准的频率为0・1%。上游防洪限制水位Z艮=525.2m，下游无防汛要求。故起调水位是Z，即525.2m。设计洪水标准堰顶溢流q溢二nb£m(2g)1/2H3/2=2X8X0.92X0.48X(2X9.81)1/2xH3/2=31.3H3/2校核洪水标准堰顶溢流q溢二nb£m(2g)1/2H3/2=3X8X0.92X0.48X(2X9.81)1/2xH3/2=46.9H3/2一•设计洪水调节的计算(一)列表试算法：1.计算并绘制q—V,V—Z和q—Z曲线表一设计洪水标准(p=1%)时水库q-V关系计算表库水位Z(m)溢洪道堰顶水头H(m)溢洪道泄里q(m3/s)(n=2)库容V(m3)519.00.010.03756.8519.50.521.13826.3520.01.041.33895.7520.51.567.53974.5521.02.098.54053.3521.52.5133.74132.1522.03.0172.64210.9522.53.5214.94289.8523.04.0260.44368.6523.54.5308.84447.4524.05.0359.94526.2524.55.5413.74605.0525.06.0470.04683.8525.26.2493.24720.2525.56.5528.64774.8526.07.0589.64865.8526.57.5652.84956.8527.08.0718.25047.8527.58.5785.65138.9528.09.0855.05229.9528.59.5926.45320.9529.010.0999.75411.9529.510.51074.85502.9

530.011.01151.85593.9530.511.51230.55701.5531.012.01311.05809.1531.512.51393.15916.7532.013.01476.96024.3532.513.51562.46132.0533.014.01649.46239.6533.514.51738.06347.2534.015.01828.26454.8534.515.51919.86562.4535.016.02013.06670.0535.516.52107.66787.3536.017.02203.76904.5536.517.52301.27021.8537.018.02400.17139.0537.518.52500.37256.3538.019.02602.07373.6538.519.52704.97490.8539.020.02809.37608.1539.520.52914.97725.3540.021.03021.87842.6V-Z曲线V（万m3）系列1q-Z曲线Z0.00 500.001000.001500.002000.002500.003000.003500.00系列1q(m3/s)确定调洪起始条件。起调水位为防洪限制水位525.2m，相应库容查表一得为4720.2万m3,初始下泄流量查表一得为493.2m3/s。确定时刻0〜1h和14h后小于防洪限制水位下的泄流量，为保持防洪限制水位不变，应使下泄水位等于来水量。其余时刻水库进行洪水调节，用试算法进行调洪计算。计算时段为1h，见表二表二：设计洪水标准（P=1%,n=2）时间t(h)入库洪水流量时段平均入库流量时段入库水量（万m3）下泻流量q平均时段下泻流量时段下泻水量（万m3）时段内水库的存水变化水库的存水量水库的水位035.035.00.04720.2525.21196.0115.541.6196.0115.541.60.04720.2525.22524.0360.0129.6496.0346.0124.65.04725.2525.33727.0625.5225.2521.0508.5183.142.14767.4525.541220.0973.5350.5622.0571.5205.7144.74912.1526.351390.01305.0469.8779.0700.5252.2217.65129.7527.561290.01340.0482.4916.0847.5305.1177.35307.0528.471190.01240.0446.4998.0957.0344.5101.95408.9528.98853.01021.5367.71001.01000.5360.27.65416.4529.09647.0750.0270.0939.0971.0349.6-79.65336.9528.610483.0565.0203.4847.0893.0321.5-118.15218.8527.911437.0460.0165.6754.0800.5288.2-122.65096.2527.312398.0417.5150.3676.0715.0257.4-107.14989.1526.713348.0373.0134.3608.0642.0231.1-96.84892.3526.214294.0321.0115.6546.0577.0207.7-92.24800.1525.615283.0283.04720.2525.216263.0263.04720.2525.2

17245.0245.04720.2525.218224.0224.04720.2525.219204.0204.04720.2525.220183.0183.04720.2525.221171.0171.04720.2525.222154.0154.04720.2525.223144.0144.04720.2525.224135.0135.04720.2525.2由表二绘制Q—t,q—t和Z—t曲线如下所小:Z-t曲线〜系列Z-t曲线〜系列15.由Q—t,q—t曲线查得设计洪水标准时最大泄量为1001.0m3/s，由表二查得水库最高水位为529.0m。

（二）半图解法1.由上述列表试算法得到的q〜V曲线计算并绘制q~V/At+q/2辅助曲线，见表三。表三: q=f（V/At+q/2）辅助曲线计算表（p=1%，n=2）库水位Z（m）堰顶水头泻流量q(m3/s)总库容V（万m3）堰顶以上库容万m3V/t(m3/s)q/2(m3/s)V/t+q/2(m3/s)5256459.746849342594.4229.92824.3525.56.5518.4476710172825.0259.23084.25267579.3485411043066.7289.73356.3526.57.5642.5494011903305.6321.23626.85278707.8503012803555.6353.93909.5527.58.5775.2512013703805.6387.64193.15289844.6521214624061.1422.34483.4528.59.5915.9530315534313.9458.04771.952910989.2539916494580.6494.65075.1529.510.51064.3549617464850.0532.15382.1530.511.51219.9569419445400.0609.96009.9531121300.3579820485688.9650.26339.0531.512.51382.4590021505972.2691.26663.4532131466.2601722676297.2733.17030.3532.513.51551.6611423646566.7775.87342.5533141638.6622324736869.4819.37688.7533.514.51727.1634425947205.6863.68069.1534151817.2644526957486.1908.68394.7534.515.51908.9655828087800.0954.48754.4535162002.0667029208111.11001.09112.1535.516.52096.5678230328422.21048.39470.5536172192.6689831488744.41096.39840.7536.517.52290.0701232629061.11145.010206.1537182388.8713133819391.71194.410586.1537.518.52489.1725035009722.21244.510966.7538192590.67369361910052.81295.311348.1538.519.52693.67488373810383.31346.811730.1539202797.87606385610711.11398.912110.0539.520.52903.47724397411038.91451.712490.6540213010.37843409311369.41505.112874.6

2.调洪计算求q~t过程和库水位过程。计算过程见表四。表四： 水库半图解法调洪计算表（p=1%）时间t（h）入库流量Q（m3/s）平均入库流量（m3/s）V/t+q/2（m3/s）q（m3/s）水位Z（m）035115.535525.21196360196525.22524625.52922.6493.2525.23727973.53055.0520.9525.4412201305.03507.6619.0526.2513901340.04193.6776.6527.4612901240.04757.0913.8528.4711901021.55083.2996.1528.98853750.05108.51002.3529.09647565.04855.9938.6528.610483460.04482.3846.1527.911437417.54096.2753.7527.312398373.03760.1675.8526.713348321.03457.3607.8526.114294288.53170.5545.5525.615283283.0525.216263263.0525.217245245.0525.218224224.0525.219204204.0525.2

20 183183.0 525.2171154171.0 525.2154.0 525.2 144135144.0 525.2135.0 525.2qQo2120 183183.0 525.2171154171.0 525.2154.0 525.2 144135144.0 525.2135.0 525.2qQo210o081ooooooo642oo64114.由上表查得设计洪水标准时最大泄量为1002.3m3/s，水库最高水位为529.0m。二.校核洪水调节的计算（一）列表试算法:

1.计算并绘制q—V,V—Z和q—Z曲线表一校核洪水标准(p=0.1%)时水库q-V关系计算表库水位Z(m)溢洪道堰顶水头H0(m)溢洪道泄量q(m3/s)(n=3)库容V(m3)519.00.010.03756.8519.50.526.63826.3520.01.056.93895.7520.51.596.23974.5521.02.0142.84053.3521.52.5195.64132.1522.03.0253.94210.9522.53.5317.44289.8523.04.0385.64368.6523.54.5458.14447.4524.05.0534.94526.2524.55.5615.54605.0525.06.0699.94683.8525.26.2734.74720.2525.56.5788.04774.8526.07.0879.44865.8526.57.5974.24956.8527.08.01072.25047.8527.58.51173.45138.9528.09.01277.55229.9528.59.51384.65320.9529.010.01494.55411.9529.510.51607.35502.9530.011.01722.75593.9530.511.51840.85701.5531.012.01961.55809.1531.512.52084.75916.7532.013.02210.46024.3532.513.52338.66132.0533.014.02469.16239.6533.514.52602.06347.2534.015.02737.36454.8534.515.52874.86562.4535.016.03014.56670.0535.516.53156.46787.3

536.017.03300.56904.5536.517.53446.77021.8537.018.03595.17139.0537.518.53745.57256.3538.019.03897.97373.6538.519.54052.47490.8539.020.04208.97608.1q-zq(m3/s)确定调洪起始条件。起调水位为防洪限制水位525.2m，相应库容查表一得为4720.2万m3,初始下泄流量查表一得为734.7m3/s。t(h)入库流量时段平均时段入库下泄流量时段平均时段下泄时段内水水库存水量水库水位校核洪水标准(P=0.1%)确定时刻0〜t(h)入库流量时段平均时段入库下泄流量时段平均时段下泄时段内水水库存水量水库水位校核洪水标准(P=0.1%)Q(m3/s)入库流量Q—(m3/s)水量QWt(万m3)q(m3/s)下泄流量(m3/s)水量(万m3)库存水量变化△▼(万m3)V(万m3)Z(m)050504720.2525.21296173.062.3296.0173.062.30.04720.2525.22680488.0175.7680.0488.0175.70.04720.2525.231300990.0356.4820.0750.0270.086.44806.6525.7420001650.0594.01083.5951.8342.6251.45058.0527.1523002150.0774.01451.01267.3456.2317.85375.8528.8621002200.0792.01725.01588.0571.7220.35596.1530.0717501925.0693.01790.51758.0632.960.15656.2530.3811801465.0527.41678.51734.8624.5-97.15559.1529.898951037.5373.51443.51561.0562.0-188.55370.6528.810817856.0308.21239.01341.3482.9-174.75195.9527.811709763.0274.71078.51158.8417.2-142.55053.5527.012606657.5236.7942.51010.5363.8-127.14926.4526.313549577.5207.9829.0885.8318.9-111.04815.4525.714477477.04815.4525.215440440.04815.4525.216414414.04815.4525.217385385.04815.4525.218351351.04815.4525.219320320.04815.4525.220286286.04815.4525.221257257.04815.4525.222240240.04815.4525.223226226.04815.4525.224212212.04815.4525.2由表二绘制Q—t,q—t和Z—t曲线如下所示:—系列1—系列2z-t5.由Q—t,q—t曲线查得校核洪水标准时最大泄量为1790.5m3/s，由表二查得水库最高水位为530.3m。（二）半图解法1.由上述列表试算法得到的q〜V曲线计算并绘制q~V/At+q/2辅助曲线，见表三。表三： q=f（V/At+q/2）辅助曲线计算表（p=0.1%，n=3）库水位Z（m）总库容V（万m3）堰顶以上库容V（万m3）V/△t(m3/s)q(m3/s)q/2(m3/s)V/ △t+q/2(m3/s)525.24720.2963.42676.1735.6367.83043.95264865.81109.03080.6880.5440.23520.85275047.81291.03586.21073.5536.74122.95285229.91473.04091.81279.0639.54731.35295411.91655.14597.41496.3748.15345.55305593.91837.15103.01724.7862.45965.4

531532533534逐5405809.1531532533534逐5405809.16024.36239.66454.86670.06904.57139.07373.67842.62052.32267.52482.72698.02913.23147.73382.23616.74085.85700.86298.76896.57494.38092.28743.69395.110046.511349.41963.82213.02472.02740.53018.03304.43599.33902.54533.0981.91106.51236.01370.21509.01652.21799.61951.32266.56682.77405.28132.58864.69601.210395.811194.711997.813615.9q=f（V/t+q/2）曲线（p=0.1%）—系列15000.0—系列14500.04000.03500.03000.02500.02000.01500.01000.0500.030