根據工程規模和建筑物的等級，可確定設計洪水標準的頻率為1%、校核洪水標準的頻率為0?1%。上游防洪限制水位Z艮=525.2m，下游無防汛要求。故起調水位是Z，即525.2m。設計洪水標準堰頂溢流q溢二nb￡m(2g)1/2H3/2=2X8X0.92X0.48X(2X9.81)1/2xH3/2=31.3H3/2校核洪水標準堰頂溢流q溢二nb￡m(2g)1/2H3/2=3X8X0.92X0.48X(2X9.81)1/2xH3/2=46.9H3/2一?設計洪水調節的計算(一)列表試算法：1.計算并繪制q—V,V—Z和q—Z曲線表一設計洪水標準(p=1%)時水庫q-V關系計算表庫水位Z(m)溢洪道堰頂水頭H(m)溢洪道泄里q(m3/s)(n=2)庫容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曲線V（萬m3）系列1q-Z曲線Z0.00 500.001000.001500.002000.002500.003000.003500.00系列1q(m3/s)確定調洪起始條件。起調水位為防洪限制水位525.2m，相應庫容查表一得為4720.2萬m3,初始下泄流量查表一得為493.2m3/s。確定時刻0?1h和14h后小于防洪限制水位下的泄流量，為保持防洪限制水位不變，應使下泄水位等于來水量。其余時刻水庫進行洪水調節，用試算法進行調洪計算。計算時段為1h，見表二表二：設計洪水標準（P=1%,n=2）時間t(h)入庫洪水流量時段平均入庫流量時段入庫水量（萬m3）下瀉流量q平均時段下瀉流量時段下瀉水量（萬m3）時段內水庫的存水變化水庫的存水量水庫的水位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由表二繪制Q—t,q—t和Z—t曲線如下所小:Z-t曲線?系列Z-t曲線?系列15.由Q—t,q—t曲線查得設計洪水標準時最大泄量為1001.0m3/s，由表二查得水庫最高水位為529.0m。

（二）半圖解法1.由上述列表試算法得到的q?V曲線計算并繪制q~V/At+q/2輔助曲線，見表三。表三: q=f（V/At+q/2）輔助曲線計算表（p=1%，n=2）庫水位Z（m）堰頂水頭瀉流量q(m3/s)總庫容V（萬m3）堰頂以上庫容萬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.調洪計算求q~t過程和庫水位過程。計算過程見表四。表四： 水庫半圖解法調洪計算表（p=1%）時間t（h）入庫流量Q（m3/s）平均入庫流量（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.由上表查得設計洪水標準時最大泄量為1002.3m3/s，水庫最高水位為529.0m。二.校核洪水調節的計算（一）列表試算法:

1.計算并繪制q—V,V—Z和q—Z曲線表一校核洪水標準(p=0.1%)時水庫q-V關系計算表庫水位Z(m)溢洪道堰頂水頭H0(m)溢洪道泄量q(m3/s)(n=3)庫容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)確定調洪起始條件。起調水位為防洪限制水位525.2m，相應庫容查表一得為4720.2萬m3,初始下泄流量查表一得為734.7m3/s。t(h)入庫流量時段平均時段入庫下泄流量時段平均時段下泄時段內水水庫存水量水庫水位校核洪水標準(P=0.1%)確定時刻0?t(h)入庫流量時段平均時段入庫下泄流量時段平均時段下泄時段內水水庫存水量水庫水位校核洪水標準(P=0.1%)Q(m3/s)入庫流量Q—(m3/s)水量QWt(萬m3)q(m3/s)下泄流量(m3/s)水量(萬m3)庫存水量變化△▼(萬m3)V(萬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由表二繪制Q—t,q—t和Z—t曲線如下所示:—系列1—系列2z-t5.由Q—t,q—t曲線查得校核洪水標準時最大泄量為1790.5m3/s，由表二查得水庫最高水位為530.3m。（二）半圖解法1.由上述列表試算法得到的q?V曲線計算并繪制q~V/At+q/2輔助曲線，見表三。表三： q=f（V/At+q/2）輔助曲線計算表（p=0.1%，n=3）庫水位Z（m）總庫容V（萬m3）堰頂以上庫容V（萬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）曲線（p=0.1%）—系列15000.0—系列14500.04000.03500.03000.02500.02000.01500.01000.0500.030