水能规划课程设计

水能规划课程设计由设计资料可知该工程等级为三级，故宜采用50年（2%）一遇进行设计，1000年（0.1%）一遇进行校核。1)列表试算法：计算并绘制水库的q=f(V)关系曲线。利用堰顶溢流公式,由于校核洪水来临时三个闸门全开，则溢流净宽B=3×8=24m,根据不同堰顶水头求出下泄量q,再利用Z-V关系曲线查得相应库容V,绘出q-v关系曲线。计算过程见下表。水位-库容位z450460470480490500505库容V0359.3837.21573.62043.2位z510515520525530535540库容V2583.33201.33895.74683.85593.966707842.6并由以上表格可绘出水位-库容的关系曲线：n=3时，按校核洪水标准，1000年一遇校核（0.1%）左右三孔泄洪即可得出q-V关系曲线：638.5m3s，所以从第2h开始进行调洪计算，取Δt=1h=3600s，试算时根据公式：各时段的计算列表如下：)3/量)均量水量万m304633524.7129662.2829662.284633524.72680488175.68642469168.844639.84524.73990356.4749.5695.75250.474745.77525.342000594890.25320.495019.28526.85230021507741403.51217.25438.215355.07528.66210022007921705.61554.55559.6385587.432530.076931777.61741.6626.9765653.456530.38527.41732.3607.325573.536529.998951037.5373.5534.65412.436529.0)3/量量)均量水量万m3817856308.161390.5466.565254.036528.1709763274.68410.45118.316527.4606657.5236.71071.5361.084993.936526.7549577.5207.9887945319.324882.516526.1477513184.68787837283.324783.876525.5440458.5165.06702744.5252.724696.216525.1414427153.72414558149.044633524.7385399.5143.82385399.5138.64633524.7351368132.48351368126.364633524.7320335.5120.78320335.5115.24633524.7286303109.08286303102.964633524.7257271.597.74257271.592.524633524.7240248.589.46240248.586.44633524.722623383.8822623381.364633524.721221978.8421221976.324633524.7由于16小时后水库水位524.4m，小于防洪限制水位524.7m,所以不需要进行调洪计算，来多少，泄多少。根据上表作出Q~t图、q~t图及Z~t图如图所示，由图知最大泄洪量发生在7时和8时之间，Zmax=530.0,qmax=1777.6m3/s.2).用半图解法进行调洪演算：根据100年一遇进行设计曲线V/t+/2=f曲线的计算如下表所示：曲线V/t+/2=f曲线的计算如下表所示：万m3)251900375000.000.0519.50.53820194.48.3202.7520146.93895402.823.5426.2520.586.23950200555.643.1598.75212132.74042292811.166.4877.5521.52.5185.541203701027.892.71120.55223243.841974471241.7121.91363.6522.53.5307.242765261461.1153.61614.75234375.443556051680.6187.71868.2523.54.5447.944346841900.0224.02124.05245524.645187682133.3262.32395.6524.55.5605.246008502361.1302.62663.75256689.646849342594.4344.82939.2525.56.5777.647672825.0388.83213.85267869.048543066.7434.53501.2526.57.5963.749403305.6481.93787.452781061.750303555.6530.94086.4527.58.51162.851203805.6581.44386.952891266.952124061.1633.44694.5528.59.51373.953034313.9686.95000.85291483.853994580.6741.95322.4万m3)2530.51829.856945400.0914.96314.95311950.5579820485688.9975.26664.1531.52073.6590021505972.21036.87009.05322199.3601722676297.21099.67396.9532.52327.4611423646566.71163.77730.45332457.9622324736869.41228.98098.4533.52590.7634425947205.61295.48500.95342725.9644526957486.11362.98849.0534.52863.3655828087800.01431.69231.65353003.0667029208111.11501.59612.6535.53144.8678230328422.21572.49994.65363288.8689831488744.41644.410388.9536.53435.0701232629061.11717.510778.65373583.2713133819391.71791.611183.3537.53733.6725035009722.21866.811589.05383886.07369361910052.81943.011995.8538.54040.47488373810383.32020.212403.55394196.87606385610711.12098.412809.5539.520.54355.17724397411038.92177.613216.45404515.47843409311369.42257.713627.1由上表可绘出V/t+q/2=f(q)曲线如下：050.0524.71296296.026804882780.0638.539903131.5733.0420004048.51038.05230021505160.51429.06210022005931.51678.076178.51770.085873.51660.098951037.55251.01441.08178564666.01247.0294555.53974.51015.02642793238.5794.02344982942.5693.02042192468.5638.5524.7197.5524.7524.7170.5524.7524.7143.5524.7524.7116.5524.7524.79799.597524.79093.590524.7根据上表作出Q~t图、q~t图如图所示：由图知最大泄洪量发生在7时和8时之间，Zmax=530.0,qmax=1770m3/s.1）.列表试算法：利用堰顶溢流公式,由于校核洪水来临时两个闸门全开，则溢流净宽B=2×8=16m,根据不同堰顶水头求出下泄量q,再利用Z-V关系曲线查得相应库容V,绘出q-v关系曲线。计算过程见下表Z限=524.7m,按表一查的在Z限闸门全开时q=426m因此在2h以前q=Q,且均小于426m3s，所以从第2h开始进行调洪计算，取Δt=1h=3600s，试算时根据公式：3/水量下量万m304633524.71115.541.58115.541.584633524.72524360129.6435315.5113.584649.02524.83727625.5225.18476455.5163.984710.22525.14973.5350.46582529190.444870.24526.05469.8747664.5239.225100.82527.36482.4891819294.845288.38528.37446.4978934.5336.425398.36528.988531021.5367.74988983355.685410.42529.09647750270935961.5336.65343.82528.6483565203.4853894307.085240.14528.1437460165.6768810.5276.485129.26527.4398417.5150.3695731.5250.25029.36526.9348373134.28505600410.084753.56525.4294321115.56470487.5169.24699.92525.1283288.5103.86434452156.244647.54524.826327398.28263348.594.684633524.724525491.4424525488.24633524.7224234.584.42224234.580.644633524.720421477.0420421473.444633524.7193.569.66193.565.884633524.763.7261.564633524.7162.558.5162.555.444633524.753.6451.844633524.7139.550.22139.548.64633524.7由于16小时后水库水位524.4m，小于防洪限制水位524.7m,所以不需要进行调洪计算，来多少，泄多少。根据上表作出Q~t图、q~t图及Z~t图如图（1）所示，由图知最大泄洪量发生在7时和8时之间，Zmax=529.0,qmax=988m3/s.2).用半图解法进行调洪演算：根据100年一遇进行设计曲线V/t+/2=f曲线的计算如下表所示：曲线V/t+/2=f曲线的计算如下表所示：万m351900375000.000.0519.50.53820194.45.5200.0520131.33895402.8418.4521288.54042292811.144.2855.3521.52.5123.641203701027.861.81089.65223162.541974471241.781.31322.95234250.243556051680.6125.11805.7523.54.5298.644346841900.0149.32049.35245349.745187682133.3174.92308.2524.55.5403.546008502361.1201.72562.95256459.746849342594.4229.92824.3525.56.5518.447672825.0259.23084.25267579.348543066.7289.73356.3526.57.5642.549403305.6321.23626.85278707.850303555.6353.93909.5527.58.5775.251203805.6387.64193.15289844.652124061.1422.34483.4528.59.5915.953034313.9458.04771.9529989.253994580.6494.65075.1529.51064.354964850.0532.15382.1530.51219.956945400.0609.96009.95311300.3579820485688.9650.26339.0531.51382.4590021505972.2691.26663.45321466.2601722676297.2733.17030.3532.51551.6611423646566.7775.87342.55331638.6622324736869.4819.37688.7533.51727.1634425947205.6863.68069.15341817.2644526957486.1908.68394.7534.51908.9655828087800.0954.48754.45352002.0667029208111.11001.09112.1535.52096.5678230328422.21048.39470.55362192.6689831488744.41096.39840.7536.52290.0701232629061.11145.010206.1万m35372388.8713133819391.71194.410586.1537.52489.1725035009722.21244.510966.75382590.67369361910052.81295.311348.1538.52693.67488373810383.31346.811730.15392797.87606385610711.11398.91211