水資源規(guī)劃與利用洪水調(diào)節(jié)課程設(shè)計(jì)計(jì)算書

《水資源規(guī)劃及利用》課程設(shè)計(jì)計(jì)算說明書姓名：學(xué)號(hào)：專業(yè)：三峽大學(xué)水利與環(huán)境學(xué)院2017年1月目錄1、設(shè)計(jì)目的 洪水調(diào)節(jié)1、設(shè)計(jì)目的洪水調(diào)節(jié)目的：定量地找出入庫(kù)洪水、下泄洪水、攔蓄洪水的庫(kù)容、水庫(kù)水位的變化、泄洪建筑物型式和尺寸間的關(guān)系，為確定水庫(kù)的有關(guān)參數(shù)和泄洪建筑型式選擇、尺寸確定提供依據(jù)；掌握列表試算法的基本原理、方法、步驟及各自的特點(diǎn)；了解工程設(shè)計(jì)所需洪水調(diào)節(jié)計(jì)算要解決的課題；培養(yǎng)學(xué)生分析問題、解決問題的能力。2、設(shè)計(jì)基本資料大峽水電站樞紐位于湖北省竹溪縣境內(nèi)，泉河流域規(guī)劃中梯級(jí)電站的第三級(jí)，工程距天寶鄉(xiāng)3km，距竹溪縣城83km。攔截堵河西支泗河上游的一級(jí)支流泉河。河流全長(zhǎng)82.2km，流域面積894.6km2，大峽電站壩址以上流域面積482.70km2，占全流域的53.96%，河長(zhǎng)43.7km，河床比降14.3‰。多年平均徑流量為11.2m3/s，多年平均徑流總量為3.53億m3，多年平均徑流深為733.9mm。大峽電站水庫(kù)正常蓄水位選為565m，汛限水位563.5m，死水位552m，其相應(yīng)的死庫(kù)容為407萬m3，調(diào)節(jié)庫(kù)容1333萬m3，庫(kù)容系數(shù)3.8%。依據(jù)《防洪標(biāo)準(zhǔn)》(GB50201—94)和《水利水電工程等級(jí)劃分及洪水標(biāo)準(zhǔn)》（SL252—2000），本工程項(xiàng)目為中型水庫(kù)。電站總裝機(jī)容量20MW，保證出力1.9MW，年發(fā)電量0.603億kW·h。水庫(kù)擋水建筑物為混凝土重力壩，最大壩高88m。溢洪形式表孔泄流，溢洪道堰頂高程555m，采用2孔12×10.5（寬×高）的弧形門控制。大峽水庫(kù)調(diào)洪規(guī)則如下：（1）起調(diào)水位取Xm（注：X=563.5+學(xué)號(hào)最后1位/10，即563.5m-564.5m），每年進(jìn)入汛期前，將庫(kù)水位控制在起調(diào)水位以下。（2）洪水初臨時(shí)當(dāng)來量較小時(shí)，啟用并控制閘門開啟度，使泄量等于來量，水庫(kù)水位維持起調(diào)水位不變。（3）當(dāng)庫(kù)水位繼續(xù)上漲，預(yù)報(bào)還有大降雨發(fā)生，由國(guó)電竹溪水電開發(fā)有限公司根據(jù)水雨情提出啟用非常溢洪道的泄洪方案報(bào)市、縣防汛抗旱指揮部，啟用非常溢洪道敞泄庫(kù)水位上升，直至達(dá)到最高洪水位。（4）當(dāng)入庫(kù)洪峰已過且出現(xiàn)了最高庫(kù)水位時(shí)，在不影響上下游防洪安全、滿足設(shè)計(jì)規(guī)定的庫(kù)水位下降速度的前提下，盡快騰庫(kù)，以備下次洪水到來前使庫(kù)水位回降至汛期限制水位。3、列表試算法推求水庫(kù)下泄流量過程3.1洪水標(biāo)準(zhǔn)確定分別對(duì)設(shè)計(jì)洪水標(biāo)準(zhǔn)、校核洪水標(biāo)準(zhǔn)，按照上述擬定的泄洪建筑物的類型、尺寸和水庫(kù)運(yùn)用方式，分別采用列表試算法推求水庫(kù)下泄流量過程，以及相應(yīng)的庫(kù)容、水位變化過程。具體步驟：根據(jù)工程規(guī)模和建筑物的等級(jí)，確定相應(yīng)的洪水標(biāo)準(zhǔn)；用列表試算法進(jìn)行調(diào)洪演算：根據(jù)已知水庫(kù)水位容積關(guān)系曲線V～Z和泄洪建筑物方案，用水力學(xué)公式求出下泄流量與庫(kù)容關(guān)系曲線q～Z，并將V～Z，q～Z繪制在圖上；決定開始計(jì)算時(shí)刻和此時(shí)的q1、V1，然后列表試算，試算過程中，對(duì)每一時(shí)段的q2、V2進(jìn)行試算；將計(jì)算結(jié)果繪成曲線：Q～t、q～t在一張圖上，Z～t曲線繪制在下方。將計(jì)算結(jié)果填寫在調(diào)洪成果表中3.1.1設(shè)計(jì)洪水標(biāo)準(zhǔn)設(shè)計(jì)洪水：為解決各類防洪問題，所提供的作為規(guī)劃設(shè)計(jì)依據(jù)的各種設(shè)計(jì)標(biāo)準(zhǔn)的洪水，設(shè)計(jì)洪水三要素：設(shè)計(jì)洪峰流量、設(shè)計(jì)洪量、設(shè)計(jì)洪水過程線，根據(jù)“水利水電工程分等指標(biāo)”，將該水利樞紐工程工程等別定為中型；根據(jù)《山區(qū)，丘陵區(qū)水利水電工程永久性水工建筑物洪水標(biāo)準(zhǔn)[重現(xiàn)期(年)]》，可查得，該工程設(shè)計(jì)洪水標(biāo)準(zhǔn)選為100年（即百年一遇(1%)洪水進(jìn)行設(shè)計(jì)）。洪水過程線如表一。3.1.2校核洪水標(biāo)準(zhǔn)根據(jù)“水利水電工程分等指標(biāo)”，將該水利樞紐工程工程等別定為中型；根據(jù)《山區(qū)，丘陵區(qū)水利水電工程永久性水工建筑物洪水標(biāo)準(zhǔn)[重現(xiàn)期(年)]》，可查得，該工程校核標(biāo)準(zhǔn)選為500年（即五百年一遇(0.2%)洪水進(jìn)行校核）。洪水過程線如表一。表一設(shè)計(jì)洪水過程時(shí)間t（h）Q(m3/s)（設(shè)計(jì)）P=1%Q(m3/s)(校核)P=0.2%時(shí)間t（h）Q(m3/s)（設(shè)計(jì)）P=1%Q(m3/s)(校核)P=0.2%時(shí)間t（h）Q(m3/s)（設(shè)計(jì)）P=1%Q(m3/s)(校核)P=0.2%015.2217.8917621.14887.5534213.32186.36116.4719.3318853.061252.635170.26149.25217.7320.77191196.281774.4836138.69123.75318.9822.21201532.372231.6137116.12106.71420.2323.65211759.312472.3538100.2295.64521.4825.08221838.512470.733989.2988.73622.7426.79231785.292284.974081.6884.55724.3632.14241641.031998.894174.8381.55830.1452.51251449.581683.644272.8781.06948.0397.772612451384.264372.1881.361082.79165.52271046.661118.384472.382.1511133.25247.1928863.34888.454572.883.1812195.57335.4229699.86694.384673.5584.3713266.22426.9130558.91535.224774.4585.6414341.11518.2831441.2408.754872.5183.5615418.9612.2232345.83311.4916504.13720.5633270.84238.953.2設(shè)計(jì)標(biāo)準(zhǔn)洪水調(diào)節(jié)3.2.1下泄流量計(jì)算堰頂溢流公式：式中：q——通過溢流孔口的下泄流量，m3/s；n——溢流孔孔口數(shù)；b——溢流孔單孔凈寬，m；g——重力加速度，9.81m/s2；ε——閘墩側(cè)收縮系數(shù)，與墩頭形式有關(guān)，初步計(jì)算可假設(shè)為0.92；m——流量系數(shù)，與堰頂形式有關(guān)，可查表，本工程取0.48；H0——堰頂水頭，m。計(jì)算不同庫(kù)水位對(duì)應(yīng)的下泄流量q，由水位庫(kù)容曲線查得相應(yīng)的庫(kù)容V，計(jì)算結(jié)果見表二。繪制q=f(V)曲線關(guān)系、V～Z關(guān)系曲線和q～Z關(guān)系曲線，如圖1、圖2和圖3所示。表二q=f(V)關(guān)系曲線計(jì)算表水位Z（m）堰頂水頭H（m）泄流量q（m3/s）庫(kù)容V(億m3)564.29.21310.000.1674564.79.71418.230.1715565.210.21529.290.1753565.710.71643.110.1788566.211.21759.610.1825566.711.71878.750.1866567.212.22000.460.1906567.712.72124.690.1947568.213.22251.390.1988568.713.72380.510.2031568.9913.992456.500.2056570152727.260.2144571.716.73203.790.2300572.517.53436.740.2380圖1q=f（V）關(guān)系曲線圖2V～Z關(guān)系曲線圖3q～Z關(guān)系曲線3.2.2列表試算法調(diào)洪演算1）基本原理：根據(jù)水庫(kù)容積曲線V=f（Z）和堰頂溢流公式q=f（Z），得出蓄泄方程q=f（V）。聯(lián)立水量平衡方程2）調(diào)洪計(jì)算求q~t過程和Z~t過程由起調(diào)水位=563.5m可從圖3中查得需要調(diào)節(jié)的起始流量為=1164.88m3/s，因在前18個(gè)小時(shí)入庫(kù)洪水流量Q均起始流量小于，而從19時(shí)起Q>，則此時(shí)開始調(diào)洪，保持溢洪道堰頂高程和單孔寬度不變，兩孔全開,取△t=1h=3600s，聯(lián)立水量平衡方程以及蓄泄方程，計(jì)算結(jié)果如表三所示。表三設(shè)計(jì)百年一遇洪水（P=1%）時(shí)間t（h）入庫(kù)洪水流量Q(m3/s)時(shí)段平均入庫(kù)流量Q’(m3/s)時(shí)段入庫(kù)水量Q’△

t(萬m3)下泄流量q(m3/s)時(shí)段平均下泄流量（m3/s）時(shí)段下泄水量q'△

t(萬m3)時(shí)段內(nèi)水庫(kù)存水量變化△V(萬m3)水庫(kù)存水量V（萬m3

）水庫(kù)水位Z（m）015.2215.855.7015.2215.855.700.001619.00563.50116.4716.471619.00563.50217.7317.106.1617.7317.106.160.001619.00563.50318.9818.366.6118.9818.366.610.001619.00563.50420.2319.617.0620.2319.617.060.001619.00563.50521.4820.867.5121.4820.867.510.001619.00563.50622.7422.117.9622.7422.117.960.001619.00563.50724.3623.558.4824.3623.558.480.001619.00563.50830.1427.259.8130.1427.259.810.001619.00563.50948.0339.0914.0748.0339.0914.070.001619.00563.501082.7965.4123.5582.7965.4123.550.001619.00563.5011133.25108.0238.89133.25108.0238.890.001619.00563.5012195.57164.4159.19195.57164.4159.190.001619.00563.5013266.22230.9083.12266.22230.9083.120.001619.00563.5014341.11303.67109.32341.11303.67109.320.001619.00563.5015418.90380.01136.80418.90380.01136.800.001619.00563.5016504.13461.52166.15504.13461.52166.150.001619.00563.5017621.14562.64202.55621.14562.64202.550.001619.00563.5018853.06737.10265.36853.06737.10265.360.001619.00563.50191196.281024.67368.881174.971014.02365.053.841622.84563.55201532.371364.33491.161297.061236.02444.9746.191669.03564.14211759.311645.84592.501529.401413.23508.7683.741752.77565.20221838.511798.91647.611727.711628.56586.2861.331814.10566.06231785.291811.90652.281786.081756.90632.4819.801833.90566.31241641.031713.16616.741735.521760.80633.89-17.151816.75566.10251449.581545.31556.311596.381665.95599.74-43.431773.32565.49261245.001347.29485.021420.861508.62543.10-58.081715.24564.71271046.661145.83412.501242.211331.54479.35-66.851648.38563.8828863.34955.00343.80863.341036.62373.18-29.381619.00563.5029699.86781.60281.38699.86781.60281.380.001619.00563.5030558.91629.39226.58558.91629.39226.580.001619.00563.5031441.20500.06180.02441.20500.06180.020.001619.00563.5032345.83393.52141.67345.83393.52141.670.001619.00563.5033270.84308.34111.00270.84308.34111.000.001619.00563.5034213.32242.0887.15213.32242.0887.150.001619.00563.5035170.26191.7969.04170.26191.7969.040.001619.00563.5036138.69154.4855.61138.69154.4855.610.001619.00563.5037116.12127.4145.87116.12127.4145.870.001619.00563.5038100.22108.1738.94100.22108.1738.940.001619.00563.503989.2994.7634.1189.2994.7634.110.001619.00563.504081.6885.4930.7781.6885.4930.770.001619.00563.504174.8378.2628.1774.8378.2628.170.001619.00563.504272.8773.8526.5972.8773.8526.590.001619.00563.504372.1872.5326.1172.1872.5326.110.001619.00563.504472.3072.2426.0172.3072.2426.010.001619.00563.504572.8072.5526.1272.8072.5526.120.001619.00563.504673.5573.1826.3473.5573.1826.340.001619.00563.504774.4574.0026.6474.4574.0026.640.001619.00563.504872.5173.4826.4572.5173.4826.450.001619.00563.50時(shí)間t（h）入庫(kù)洪水流量Q(m3/s)時(shí)段平均入庫(kù)流量Q’(m3/s)時(shí)段入庫(kù)水量Q’△

t(萬m3)下泄流量q(m3/s)時(shí)段平均下泄流量（m3/s）時(shí)段下泄水量q'△

t(萬m3)時(shí)段內(nèi)水庫(kù)存水量變化△V(萬m3)水庫(kù)存水量V（億m3

）水庫(kù)水位Z（m）231785.291811.90652.281786.081756.90632.4819.801833.90566.313）將入庫(kù)流量Q-t，q-t繪于一張圖上，另作Z-t曲線，如下圖：圖4Q-t關(guān)系曲線和q-t關(guān)系曲線圖5Z-t關(guān)系曲線4）由上述圖4和圖5可知，最大下泄流量發(fā)生在t=23h時(shí)刻,=1786.08m3/s時(shí),此時(shí)最高水位以及=566.31m。3.3校核標(biāo)準(zhǔn)洪水調(diào)節(jié)具體的步驟和方法同上述4.1,運(yùn)用公式（1）和（2）即可得到下表：表四校核500年一遇洪水（P=0.2%）時(shí)間t（h）入庫(kù)洪水流量Q(m3/s)時(shí)段平均入庫(kù)流量Q’(m3/s)時(shí)段入庫(kù)水量Q’△

t(萬m3)下泄流量q(m3/s)時(shí)段平均下泄流量（m3/s）時(shí)段下泄水量q'△

t(萬m3)時(shí)段內(nèi)水庫(kù)存水量變化△V(萬m3)水庫(kù)存水量V（億m3

）水庫(kù)水位Z（m）017.8918.616.7017.8918.616.700.001619.00563.50119.3319.331619.00563.50220.7720.057.2220.7720.057.220.001619.00563.50322.2121.497.7422.2121.497.740.001619.00563.50423.6522.938.2523.6522.938.250.001619.00563.50525.0824.378.7725.0824.378.770.001619.00563.50626.7925.949.3426.7925.949.340.001619.00563.50732.1429.4710.6132.1429.4710.610.001619.00563.50852.5142.3315.2452.5142.3315.240.001619.00563.50997.7775.1427.0597.7775.1427.050.001619.00563.5010165.52131.6547.39165.52131.6547.390.001619.00563.5011247.19206.3674.29247.19206.3674.290.001619.00563.5012335.42291.31104.87335.42291.31104.870.001619.00563.5013426.91381.17137.22426.91381.17137.220.001619.00563.5014518.28472.60170.13518.28472.60170.130.001619.00563.5015612.22565.25203.49612.22565.25203.490.001619.00563.5016720.56666.39239.90720.56666.39239.900.001619.00563.5017887.55804.06289.46887.55804.06289.460.001619.00563.50181252.601070.08385.231193.071040.31374.5110.721629.72563.64191774.481513.54544.871400.701296.89466.8878.001707.71564.61202231.612003.05721.101827.081613.89581.00140.101847.81566.48212472.352351.98846.712197.592012.34724.44122.271970.08567.99222470.732471.54889.752390.272293.93825.8163.942034.02568.7322.252424.292447.51220.282402.472397.60215.784.492038.07568.7922.31252412.682441.71274.692403.682398.21269.804.892038.47568.7922.343752406.882438.80301.802404.012398.37296.805.002038.58568.8022.359382403.972437.35315.332404.112398.42310.305.042038.61568.8022.3752401.072435.90328.852404.092398.45323.795.062038.63568.8022.52377.852424.29436.372403.212397.97431.634.742038.31568.79232284.972377.85859.372381.542385.91858.93-2.902031.12568.70241998.892141.93771.092213.202297.37827.05-55.961975.16568.05251683.641841.27662.861948.342080.77749.08-86.221888.94566.99261384.261533.95552.221657.591802.97649.07-96.851792.09565.76271118.381251.32450.481372.441515.02545.41-94.931697.16564.4828888.451003.42361.231068.581220.51439.38-78.151619.00563.5029694.38791.42284.91694.38791.42284.910.001619.00563.5030535.22614.80221.33535.22614.80221.330.001619.00563.5031408.75471.99169.91408.75471.99169.910.001619.00563.5032311.49360.12129.64311.49360.12129.640.001619.00563.5033238.95275.2299.08238.95275.2299.080.001619.00563.5034186.36212.6676.56186.36212.6676.560.001619.00563.5035149.25167.8160.41149.25167.8160.410.001619.00563.5036123.75136.5049.14123.75136.5049.140.001619.00563.5037106.71115.2341.48106.71115.2341.480.001619.00563.503895.64101.1836.4295.64101.1836.420.001619.00563.503988.7392.1933.1988.7392.1933.190.001619.00563.504084.5586.6431.1984.5586.6431.190.001619.00563.504181.5583.0529.9081.5583.0529.900.001619.00563.504281.0681.3129.2781.0681.3129.270.001619.00563.504381.3681.2129.2481.3681.2129.240.001619.00563.504482.1581.7629.4382.1581.7629.430.001619.00563.504583.1882.6729.7683.1882.6729.760.001619.00563.504684.3783.7830.1684.3783.7830.160.001619.00563.504785.6485.0130.6085.6485.0130.600.001619.00563.504883.5684.6030.4683.5684.6030.460.001619.00563.50時(shí)間t（h）入庫(kù)洪水流量Q(m3/s)時(shí)段平均入庫(kù)流量Q’(m3/s)時(shí)段入庫(kù)水量Q’△

t(萬m3)下泄流量q(m3/s)時(shí)段平均下泄流量（m3/s）時(shí)段下泄水量q'△

t(萬m3)時(shí)段內(nèi)水庫(kù)存水量變化△V(萬m3)水庫(kù)存水量V（億m3

）水庫(kù)水位Z（m）222470.732471.54889.752390.272293.93825.8163.942034.02568.7322.252424.292447.51220.282402.472397.60215.784.492038.07568.7922.31252412.682441.71274.692403.682398.21269.804.892038.47568.7922.343752406.882438.80301.802404.012398.37296.805.002038.58568.8022.359382403.972437.35315.332404.112398.42310.305.042038.61568.8022.3752401.072435.90328.852404.092398.45323.795.062038.63568.8022.52377.852424.29436.372403.212397.97431.634.742038.31568.79232284.972377.85859.372381.542385.91858.93-2.902031.12568.70將入庫(kù)流量Q-t，q-t繪于一張圖上，另作Z-t曲線，如下圖：圖6Q-t關(guān)系曲線和q-t關(guān)系曲線圖7Z-t關(guān)系曲線由上述圖6和圖7可知，最大下泄流量發(fā)生在t=22.35938h時(shí)刻,=2404.11m3/s時(shí),此時(shí)最高水位以及=568.80m。表五調(diào)洪計(jì)算成果表頻率項(xiàng)目設(shè)計(jì)洪水校核洪水列表試算法最大泄量（m3/s）1786.082404.11水庫(kù)最高水位（m）566.31568.804、半圖解法推求水庫(kù)下泄流量過程4.1洪水標(biāo)準(zhǔn)確定同列表試算法相同，設(shè)計(jì)洪水標(biāo)準(zhǔn)選為100年（即百年一遇(1%)洪水進(jìn)行設(shè)計(jì)），校核標(biāo)準(zhǔn)選為500年（即五百年一遇(0.2%)洪水進(jìn)行校核）。洪水過程線如前面的表一。4.2設(shè)計(jì)標(biāo)準(zhǔn)洪水調(diào)節(jié)4.2.1計(jì)算并繪制單輔助線計(jì)算中V取溢洪道堰頂以上庫(kù)容，計(jì)算時(shí)段取△t=1h。計(jì)算過程如下：第（3）欄V=V總—0.1063；第（4）欄（萬m3/s）；第（5）欄由表二q-Z關(guān)系曲線查得；第（6）欄為第（5）欄的一半；第（7）欄=第（4）欄+第（6）欄； 計(jì)算結(jié)果如表六。繪制繪制q=f()關(guān)系曲線和q～Z關(guān)系曲線，如圖8、圖9所示。表六q=f()輔助曲線計(jì)算表水庫(kù)水位Z(m)總庫(kù)容V(萬m3)堰頂以上庫(kù)容v(億m3)V/△t（m3/s）q(m3/s)q/2(m3/s)(m3/s)55288900.000.000.000.0055394500.000.000.000.00554100300.000.000.000.00555106300.000.000.000.00556112158161.1146.9523.47184.585571181118327.78132.7866.39394.175581243180500.00243.93121.97621.975591305242672.22375.56187.78860.005601365302838.89524.86262.431101.3256114383751041.67689.95344.971386.6456215074441233.33869.43434.721668.0556315805171436.111062.25531.121967.2356416585951652.781267.52633.762286.5456517396761877.781484.53742.272620.0456618097462072.221712.69856.352928.5756718908272297.221951.47975.733272.9656819719082522.222200.421100.213622.43568.9920569932758.332456.501228.253986.58570214410813002.782727.261363.634366.41571.7230012373436.113203.791601.905038.01572.5238013173658.333436.741718.375376.70圖8q=f()關(guān)系曲線圖9q～Z關(guān)系曲線4.2.2半圖解法調(diào)洪演算1）調(diào)洪的起始條件與試算法相同，計(jì)算過程如下：第（1）、（2）欄由題目中給出；第（3）欄，逐時(shí)段求平均值，上一時(shí)段Q2為下一時(shí)段Q1；第（4）欄；第（5）欄由表五線性插值求得；第（6）欄由表六q-Z關(guān)系曲線插值得到；計(jì)算結(jié)果見表七。表七設(shè)計(jì)百年一遇洪水（P=1%）時(shí)間t(h)入庫(kù)流量Q(m3/s)平均入庫(kù)流量Q(m3/s)(m3/s)q(m3/s)Z(m)015.2215.8515.22563.50116.4716.47563.50217.7317.1017.73563.50318.9818.3618.98563.50420.2319.6120.23563.50521.4820.8621.48563.50622.7422.1122.74563.50724.3623.5524.36563.50830.1427.2530.14563.50948.0339.0948.03563.501082.7965.4182.79563.5011133.25108.02133.25563.5012195.57164.41195.57563.5013266.22230.90266.22563.5014341.11303.67341.11563.5015418.90380.01418.90563.5016504.13461.52504.13563.5017621.14562.64621.14563.5018853.06737.10853.06563.50191196.281024.672142.581174.97563.55201532.371364.332331.931297.06564.14211759.311645.842680.721529.40565.20221838.511798.912950.231727.71566.06231785.291811.903034.421786.08566.31241641.031713.162961.501735.52566.10251449.581545.312771.281596.37565.49261245.001347.292522.201420.86564.71271046.661145.832247.161242.21563.8828863.34955.001959.961057.56563.5029699.86781.60699.86563.5030558.91629.39558.91563.5031441.20500.06441.20563.5032345.83393.52345.83563.5033270.84308.34270.84563.5034213.32242.08213.32563.5035170.26191.79170.26563.5036138.69154.48138.69563.5037116.12127.41116.12563.5038100.22108.17100.22563.503989.2994.7689.29563.504081.6885.4981.68563.504174.8378.2674.83563.504272.8773.8572.87563.504372.1872.5372.18563.504472.3072.2472.30563.504572.8072.5572.80563.504673.5573.1873.55563.504774.4574.0074.45563.504872.5173.4872.51563.502）將入庫(kù)流量Q-t，出庫(kù)流量q-t繪于一張圖10上，另作Z-t曲線，如圖11。圖10Q-t關(guān)系曲線和q-t關(guān)系曲線圖11Z-t關(guān)系曲線3）由上述圖10和圖11可知，最大下泄流量發(fā)生在t=23h時(shí)刻,=1786.08m3/s時(shí),此時(shí)最高水位以及=566.31m。4.3校核標(biāo)準(zhǔn)洪水調(diào)節(jié)1）具體的步驟和方法同上述4.1,運(yùn)用公式（1）和（2）即可得到下表八：表八校核500年一遇洪水（P=0.2%）時(shí)間t(h)入庫(kù)流量Q(m3/s)平均入庫(kù)流量Q(m3/s)(m3/s)q(m3/s)Z(m)0.0017.8918.6117.89563.501.0019.3319.33563.502.0020.7720.0520.77563.503.0022.2121.4922.21563.504.0023.6522.9323.65563.505.0025.0824.3725.08563.506.0026.7925.9426.79563.507.0032.1429.4732.14563.508.0052.5142.3352.51563.509.0097.7775.1497.77563.5010.00165.52131.65165.52563.5011.00247.19206.36247.19563.5012.00335.42291.31335.42563.5013.00426.91381.17426.91563.5014.00518.28472.60518.28563.5015.00612.22565.25612.22563.5016.00720.56666.39720.56563.5017.00887.55804.06887.55563.5018.001252.601070.082170.731193.07563.6419.001774.481513.542491.201400.70564.6120.002231.612003.053093.551827.08566.4821.002472.352351.983618.452197.58567.9922.002470.732471.543892.412390.27568.7323.002284.972377.853