洪水调节课程设计计算书详细三大

②式即可求出△V.而由表二q-V关系曲线由线性插值得出。若与假设值相同.则即为所求；否则重新假设试算。上一时段末的、为下一时段初的、.逐时段求出q-t线；第〔6栏时段下泄流量；第〔7栏时段下泄水量〔万m³/s；第〔8栏时段水量变化；第〔9栏水库存水量第〔10栏水库水位Z由q-v曲线线性插值求得。当下泄过程中水位回降到防洪限制水位时.如下表中的16时.启用闸门控制下泄流量.使水位保持在防洪限制水位525m不变。结合水库q=f<V>关系曲线线性插值逐时段对设计洪水进行试算.计算结果如表三所示：表三：水库设计洪水〔1%调洪演算时间实测入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水量水库水位t〔hQ<m³/s>Q<m³/s>Q△t<万m³>q<m³/s>q<m³/s>q△t<万m³>△V<万m³>V<万m³>Z<m><1><2><3><4><5><6><7><8><9><10>03535.04683.8525.0115.541.6115.541.60.01196196.04683.8525.0360.0129.6335.8120.98.72524475.64692.5525.0625.5225.2491.2176.848.33727506.84740.9525.3973.5350.5556.6200.4150.141220606.54890.9526.11305.0469.8686.6247.2222.651390766.85113.6527.41340.0482.4836.4301.1181.361290906.05294.8528.41240.0446.4948.0341.3105.171190990.05400.0528.91021.5367.7994.0357.89.98853998.15409.9529.0750.0270.0966.5347.9-77.99647935.05331.9528.6565.0203.4889.4320.2-116.810483843.85215.1527.9460.0165.6797.9287.2-121.611437752.05093.5527.3417.5150.3713.3256.8-106.512398674.54987.0526.7373.0134.3640.7230.7-96.413348606.94890.6526.1321.0115.6575.9207.3-91.714294544.84798.9525.6288.5103.9517.9186.4-82.615283490.94716.3525.2273.098.3363.4130.8-32.516263235.84683.8525.0254.091.4240.486.54.917245245.04683.8525.0234.584.4234.584.40.018224224.04683.8525.0214.077.0214.077.00.019204204.04683.8525.0193.569.7193.569.70.020183183.04683.8525.0177.063.7177.063.70.021171171.04683.8525.0162.558.5162.558.50.022154154.04683.8525.0149.053.6149.053.60.023144144.04683.8525.0139.550.2139.550.20.024135135.04683.8525.0Q-t、q-t曲线相交点可能不是最大值.对洪峰附近处加密.结果如下：表四：水库设计洪水〔1%调洪演算洪峰附近时段加密时间实测入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水量水库水位T<h>Q<m³/s>Q<m³/s>Q△t<万m³>Q<m³/s>Q<m³/s>q△t<万m³>△V<万m³>V<万m³>Z<m>71190990.05400.0528.91105.8398.11005.0361.836.37.51021.51020.05436.3529.1937.3337.41009.1363.3-25.88853998.15409.9529.0801.5288.5973.2350.4-61.88.5750948.35348.1528.7698.5251.5941.7339.0-87.59647935.05331.9528.6由表三绘制Q~t、q~t以及Z~t曲线：由上表查得设计洪水最大下泄流量qm=1020.0m3/s.水库最高水位为Zm=529.1m。B.半图解法进行调洪演算:1.计算并绘制单辅助线计算中V取溢洪道堰顶以上库容.计算时段取△t=1h。计算过程如下：第〔3栏V=V总—V519=V总—3756.82〔m³；第〔4栏〔万m³/s；第〔5栏由表二q-Z关系曲线查得；第〔6栏为第〔5栏的一半；第〔7栏=第〔4栏+第〔6栏；计算结果见表五：表五：某水利枢纽的辅助曲线计算表〔P=1%水库水位Z<m>总库容V<万m³>堰顶以上库容v<万m³>V/△t〔m³/sq<m³/s>q/2<m³/s><m³/s>〔1〔2〔3〔4〔5〔6〔75254683.8927.02575.0470.0235.02810.0525.54774.81018.02827.8528.6264.33092.15264865.81109.03080.6589.6294.83375.4526.54956.81200.03333.3652.8326.43659.75275047.81291.03586.1718.2359.13945.2527.55138.91382.13839.2785.6392.84232.05285229.91473.14091.9855.0427.54519.4528.55320.91564.14344.7926.4463.24807.95295411.91655.14597.5999.7499.85097.3529.55502.91746.14850.31074.8537.45387.75305593.91837.15103.11151.8575.95679.0530.55701.51944.75401.91230.5615.36017.25315809.12052.35700.81311.0655.56356.3531.55916.72159.95999.71393.1696.66696.35326024.32267.56298.61476.9738.57037.1532.56132.02375.26597.81562.4781.27379.05336239.62482.86896.71649.4824.77721.4533.56347.22590.47195.61738.0869.08064.65346454.82698.07494.41828.2914.18408.5534.56562.42805.67793.31919.8959.98753.35356670.02913.28092.22013.01006.59098.7535.56787.33030.58418.12107.61053.89471.95366904.53147.78743.62203.71101.89845.4536.57021.83265.09069.42301.21150.610220.05377139.03382.29395.02400.11200.010595.0537.57256.33499.59720.82500.31250.210971.05387373.63616.810046.72602.01301.011347.6538.57490.83734.010372.22704.91352.511724.75397608.13851.310698.12809.31404.612102.7539.57725.33968.511023.62914.91457.412481.15407842.64085.811349.43021.81510.912860.3利用表五中第<5>、<7>两栏相应的数据绘制成单辅助线如图六所示：2、调洪计算求q~t过程和Z~t过程调洪的起始条件与试算法相同.计算过程如下：第〔1、〔2栏由题目中给出；第〔3栏.逐时段求平均值.上一时段Q2为下一时段Q1；第〔4栏；第〔5栏由表五线性插值求得；第〔6栏由表二q-Z关系曲线插值得到；计算结果见表六：表六：某水利枢纽的设计洪水半图解法计算表<P=1%>时间t<h>入库流量Q<m³/s>平均入库流量Q<m³/s>V/△t+q/2<m³/s>q<m³/s>Z<m>〔1〔2〔3〔4〔5〔60352810.035.0525.0115.511962890.5196.0525.0360.025243054.5520.8525.4625.537273159.2543.1525.6973.5412203589.6637.2526.41305.0513904257.4791.7527.51340.0612904805.6925.8528.51240.0711905119.81005.5529.01021.588535135.81009.6529.1750.096474876.2943.7528.6565.0104834497.5849.7528.0460.0114374107.8756.4527.3417.5123983768.9677.8526.7373.0133483464.1609.3526.2321.0142943175.7546.7525.6288.5152832917.6492.3525.2273.0162632874.0263.0525.0254.0172452865.0245.0525.0234.5182242854.5224.0525.0214.0192042844.5204.0525.0193.5201832834.0183.0525.0177.0211712828.0171.0525.0162.5221542819.5154.0525.0149.0231442814.5144.0525.0139.5241352810.0135.0525.0Q-t、q-t曲线相交点可能不是最大值.对洪峰附近处加密.结果如下：表七：半图解法洪峰附近加密计算表〔P=1%时间t<h>入库流量Q<m³/s>平均入库流量Q<m³/s>V/△t+q/2<m³/s>q<m³/s>Z<m>711905119.81005.5529.01105.87.51021.55220.11031.4529.2937.388535135.81009.6529.1由以上两表绘制Q~t、q~t以及Z~t曲线：由上表查得设计洪水最大下泄流量qm=1031.4m3/s.水库最高水位为Zm=529.2m。〔二、校核洪水的计算试算法q~V,V~Z和q~Z曲线与设计洪水中的相同。调洪计算求q~t过程和Z~t过程。起调水位为525m.相应库容查表一为4683.8万m3。用试算法对每一时段的q2、V2进行调洪计算,计算时段为1h。详细过程同表三.计算结果见表八：表八：水库校核洪水〔0.1%调洪演算时间入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水量水库水位t〔hQ<m³/s>Q<m³/s>Q△t<万m³>q<m³/s>q<m³/s>q△t<万m³>△V<万m³>V<万m³>Z<m>05050.04683.8525.0173.062.3173.062.30.01296296.04683.8525.0488.0175.7393.9141.833.92680491.84717.7525.2990.0356.4544.9196.2160.231300598.04877.9526.01650.0594.0720.0259.2334.842000841.95212.7527.92150.0774.01007.8362.8411.2523001173.75623.9530.12200.0792.01296.1466.6325.4621001418.55949.3531.71925.0693.01481.4533.3159.7717501544.26109.0532.41465.0527.41534.3552.3-24.9811801524.46084.1532.31037.5373.51464.2527.1-153.698951403.95930.5531.6856.0308.21338.0481.7-173.5108171272.05757.0530.8763.0274.71212.4436.5-161.8117091152.85595.2530.0657.5236.71088.0391.7-155.0126061023.15440.3529.2577.5207.9966.6348.0-140.113549910.25300.2528.4513.0184.7861.5310.1-125.514477812.95174.7527.7458.5165.1770.9277.5-112.415440728.85062.3527.1427.0153.7694.2249.9-96.216414659.54966.1526.6399.5143.8630.5227.0-83.217385601.54882.9526.1368.0132.5576.2207.4-74.918351550.94808.0525.7335.5120.8528.1190.1-69.319320505.34738.6525.3303.0109.1455.3163.9-54.820286405.44683.8525.0271.597.7331.2119.2-21.521257257.04683.8525.0248.589.5248.589.50.022240240.04683.8525.0233.083.9233.083.90.023226226.04683.8525.0219.078.8219.078.80.024212212.04683.8525.0Q-t、q-t曲线相交点可能不是最大值.对洪峰附近处加密.结果如下：表九：水库校核洪水〔0.1%洪峰附近加密计算表时间入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水量水库水位t〔hQ<m³/s>Q<m³/s>Q△t<万m³>Q<m³/s>Q<m³/s>q△t<万m³>△V<万m³>V<万m³>Z<m>621001418.55949.3531.72012.5724.51492.3537.2187.36.519251566.16136.6532.51837.5661.51564.7563.398.2717501563.26109.0532.41607.5578.71569.4565.013.77.2516081575.76148.4532.61393.8501.81570.6565.4-63.77.514651565.66136.0532.51322.5476.11545.0556.2-80.1811801524.46084.1532.3由上表绘制Q~t、q~t以及Z~t曲线：由上表查得设计洪水最大下泄流量qm=1575.7m3/s.水库最高水位为Zm=532.6m。B、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<f=V/△t+q/2>~Z辅助曲线.见表六；2.调洪计算求q~t过程和Z~t过程。详细计算过程见表十：表十：某水利枢纽的半图解法校核洪水计算表<P=1%>时间t<h>入库流量Q<m³/s>平均入库流量Q<m³/s>V/△t+q/2<m³/s>q<m³/s>Z<m>0502810.050.0525.0173.012962933.0296.0525.0488.026803125.0535.7525.6990.0313003579.3634.9526.41650.0420004594.3873.5528.12150.0523005870.81196.4530.32200.0621006874.31436.9531.81925.0717507362.41558.2532.51465.0811807269.21534.9532.31037.598956771.71411.7531.6856.0108176216.01277.7530.8763.0117095701.31157.0530.0657.5126065201.81026.7529.2577.5135494752.6912.7528.4513.0144774352.9814.8527.7458.5154403996.6730.3527.1427.0164143693.4660.5526.6399.5173853432.3602.3526.1368.0183513198.1551.5525.7335.5193202982.1505.8525.3303.0202862810.0286.0525.0271.5212572810.0257.0525.0248.5222402810.0240.0525.0233.