课程水能规划课程设计

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。（一）、校核洪水调节的计算列表试算法：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-库容水位z450460470480490500505库容V018113.5359.3837.21573.62043.2水位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：由水力学公式：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：=524.7m,按表一查的在闸门全开时q=638.5,因此在2h以前q=Q,且均小于638.5，所以从第2h开始进行调洪计算，取，试算时根据公式：各时段的计算列表如下：t(h)入库流量Q(mm3/s)时段平均入库流流量Q'(mm3/s)时间t(h)下泄流量q(m3/s))时段平均下泄流量时段平均下泄水量万((m3)水库存水量万m3水位050504633524.7129617362.2829617362.284633524.72680488175.68642469168.844639.844524.731300990356.4749.5695.75250.474745.777525.34200016505941031890.25320.495019.288526.85230021507741403.51217.255438.215355.077528.66210022007921705.61554.555559.63885587.4332530.07175019256931777.61741.6626.97665653.4556530.3811801465527.416871732.3607.325573.5336529.998951037.5373.514851586534.65412.4336529.0t(h)入库流量Q(mm3/s)时段平均入库流流量Q'(mm3/s)入库水量万m3下泄流量q(m3/s))时段平均下泄流量时段平均下泄水量万((m3)水库存水量万m3水位10817856308.1612961390.5466.565254.0336528.111709763274.6811401218410.45118.3116527.412606657.5236.710031071.5361.084993.9336526.713549577.5207.9887945319.324882.5116526.114477513184.68787837283.324783.8776525.515440458.5165.06702744.5252.724696.2116525.116414427153.72414558149.044633524.717385399.5143.82385399.5138.64633524.718351368132.48351368126.364633524.719320335.5120.78320335.5115.24633524.720286303109.08286303102.964633524.721257271.597.74257271.592.524633524.722240248.589.46240248.586.44633524.72322623383.8822623381.364633524.72421221978.8421221976.324633524.7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+q/2=f(q)曲线的计算如下表所示：库水位Z(m))堰顶水头泻流量q(m33/s)总库容V(万mm3)堰顶以上库容万万m3V/t(m3/s)q/2(m3/s)V/t+q/22(m3/s)51900375000.000.0519.50.516.6382070194.48.3202.7520146.93895145402.823.5426.2520.51.586.23950200555.643.1598.75212132.74042292811.166.4877.5521.52.5185.541203701027.892.71120.55223243.841974471241.7121.91363.6522.53.5307.242765261461.1153.61614.75234375.443556051680.6187.71868.2523.54.5447.944346841900.0224.02124.05245524.645187682133.3262.32395.6524.55.5605.246008502361.1302.62663.75256689.646849342594.4344.82939.2525.56.5777.6476710172825.0388.83213.85267869.0485411043066.7434.53501.2526.57.5963.7494011903305.6481.93787.452781061.7503012803555.6530.94086.4527.58.51162.8512013703805.6581.44386.952891266.9521214624061.1633.44694.5528.59.51373.9530315534313.9686.95000.8529101483.8539916494580.6741.95322.4库水位Z(m))堰顶水头泻流量q(m33/s)总库容V(万mm3)堰顶以上库容万万m3V/t(m3/s)q/2(m3/s)V/t+q/22(m3/s)530.511.51829.8569419445400.0914.96314.9531121950.5579820485688.9975.26664.1531.512.52073.6590021505972.21036.87009.0532132199.3601722676297.21099.67396.9532.513.52327.4611423646566.71163.77730.4533142457.9622324736869.41228.98098.4533.514.52590.7634425947205.61295.48500.9534152725.9644526957486.11362.98849.0534.515.52863.3655828087800.01431.69231.6535163003.0667029208111.11501.59612.6535.516.53144.8678230328422.21572.49994.6536173288.8689831488744.41644.410388.99536.517.53435.0701232629061.11717.510778.66537183583.2713133819391.71791.611183.33537.518.53733.6725035009722.21866.811589.00538193886.07369361910052.881943.011995.88538.519.54040.47488373810383.332020.212403.55539204196.87606385610711.112098.412809.55539.520.54355.17724397411038.992177.613216.44540214515.47843409311369.442257.713627.11由上表可绘出V/t+q/2=f(q)曲线如下：调洪计算表(PP=0.11%)时间t(h)入库流量Q（mm3/s）平均入库流量QQ（m3/s）V/t+q/22（m3/s）q（m3/s）Z(m)05050.0524.71296173296.026804882780.0638.5313009903131.5733.04200016504048.51038.05230021505160.51429.06210022005931.51678.07175019256178.51770.08118014655873.51660.098951037.55251.01441.0108178564666.01247.011294555.53974.51015.0122642793238.5794.0132344982942.5693.0142042192468.5638.5524.715191197.5191524.716177184177524.717164170.5164524.718150157150524.719137143.5137524.720123130123524.721110116.5110524.722102106102524.7239799.597524.7249093.590524.7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.（一）、设计洪水调节的计算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=524.7m,按表一查的在闸门全开时q=426,因此在2h以前q=Q,且均小于426，所以从第2h开始进行调洪计算，取，试算时根据公式：。t(h)入库流量Q(mm3/s)时段平均入库流流量Q'(mm3/s)入库水量万m3下泄流量q(m3/s))时段平均下泄流量时段平均下泄水量万(m33)水库存水量万mm3水位035354633524.71196115.541.58196115.541.584633524.72524360129.6435315.5113.584649.022524.83727625.5225.18476455.5163.984710.222525.141220973.5350.46582529190.444870.244526.0513901305469.8747664.5239.225100.822527.3612901340482.4891819294.845288.388528.3711901240446.4978934.5336.425398.366528.988531021.5367.74988983355.685410.422529.09647750270935961.5336.65343.822528.610483565203.4853894307.085240.144528.111437460165.6768810.5276.485129.266527.412398417.5150.3695731.5250.25029.366526.913348373134.28505600410.084753.566525.414294321115.56470487.5169.24699.922525.115283288.5103.86434452156.244647.544524.81626327398.28263348.594.684633524.71724525491.4424525488.24633524.718224234.584.42224234.580.644633524.71920421477.0420421473.444633524.720183193.569.66183193.565.884633524.72117117763.7217117761.564633524.722154162.558.5154162.555.444633524.72314414953.6414414951.844633524.724135139.550.22135139.548.64633524.7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+q/2=f(q)曲线的计算如下表所示：库水位Z(m))堰顶水头泻流量q(m33/s)总库容V(万mm3)堰顶以上库容万万m3V/t(m3/s)q/2(m3/s)V/t+q/22(m3/s)51900375000.000.0519.50.511.1382070194.45.5200.0520131.33895145402.815.6418.4521288.54042292811.144.2855.3521.52.5123.641203701027.861.81089.65223162.541974471241.781.31322.95234250.243556051680.6125.11805.7523.54.5298.644346841900.0149.32049.35245349.745187682133.3174.92308.2524.55.5403.546008502361.1201.72562.95256459.746849342594.4229.92824.3525.56.5518.4476710172825.0259.23084.25267579.3485411043066.7289.73356.3526.57.5642.5494011903305.6321.23626.85278707.8503012803555.6353.93909.5527.58.5775.2512013703805.6387.64193.15289844.6521214624061.1422.34483.4528.59.5915.9530315534313.9458.04771.952910989.2539916494580.6494.65075.1529.510.51064.3549617464850.0532.15382.1530.511.51219.9569419445400.0609.96009.9531121300.3579820485688.9650.26339.0531.512.51382.4590021505972.2691.26663.4532131466.2601722676297.2733.17030.3532.513.51551.6611423646566.7775.87342.5533141638.6622324736869.4819.37688.7533.514.51727.1634425947205.6863.68069.1534151817.2644526957486.1908.68394.7534.515.51908.9655828087800.0954.48754.4535162002.0667029208111.11001.09112.1535.516.52096.5678230328422.21048.39470.5536172192.6689831488744.41096.39840.7536.517.52290.0701232629061.11145.010206.11库水位Z(m))堰顶水头泻流量q(m33/s)总库容V(万mm3)堰顶以上库容万万m3V/t(m3/s)q/2(m3/s)V/t+q/22(m3/s)537182388.8713133819391.71194.410586.11537.518.52489.1725035009722.21244.510966.77538192590.67369361910052.881295.311348.11538.519.52693.67488373810383.331346.811730.11539202797.87606385610711.111398.912110.00539.520.52903.47724397411038.