水能规划课程设计.doc

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=38=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(m3/s)时段平均入库流量Q(m3/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050504633524.7129617362.2829617362.284633524.72680488175.68642469168.844639.84524.7 31300990356.4749.5695.75250.474745.77525.3 4200016505941031890.25320.495019.28526.8 5230021507741403.51217.25438.215355.07528.6 6210022007921705.61554.55559.6385587.432530.0 7175019256931777.61741.6626.9765653.456530.3 811801465527.416871732.3607.325573.536529.9 98951037.5373.514851586534.65412.436529.0 t(h)入库流量Q(m3/s)时段平均入库流量Q(m3/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10817856308.1612961390.5466.565254.036528.1 11709763274.6811401218410.45118.316527.4 12606657.5236.710031071.5361.084993.936526.7 13549577.5207.9887945319.324882.516526.168787837283.324783.876525.5 15440458.5165.06702744.5252.724696.216525.1 16414427153.72414558149.044633524.717385399.5143.82385399.5138.64633524.718351368132.48351368126.364633524.719320335.5120.78320335.5115.24633524.720286303109.08286303102.964633524.721257271.597.74257271.592.524633524.722240248.589.46240248.586.44633524.72322623383.8822623381.364633524.72421221978.8421221976.324633524.7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Qt图、qt图及Zt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(m3/s)总库容V(万m3)堰顶以上库容万m3V/t(m3/s)q/2(m3/s)V/t+q/2(m3/s)51900375000.0 00.0 519.50.516.6 382070194.4 8.3 202.7 520146.9 3895145402.8 23.5 426.2 520.51.586.2 3950200555.6 43.1 598.7 5212132.7 4042292811.1 66.4 877.5 521.52.5185.5 41203701027.8 92.7 1120.5 5223243.8 41974471241.7 121.9 1363.6 522.53.5307.2 42765261461.1 153.6 1614.7 5234375.4 43556051680.6 187.7 1868.2 523.54.5447.9 44346841900.0 224.0 2124.0 5245524.6 45187682133.3 262.3 2395.6 524.55.5605.2 46008502361.1 302.6 2663.7 5256689.6 46849342594.4 344.8 2939.2 525.56.5777.6 476710172825.0 388.8 3213.8 5267869.0 485411043066.7 434.5 3501.2 526.57.5963.7 494011903305.6 481.9 3787.4 52781061.7 503012803555.6 530.9 4086.4 527.58.51162.8 512013703805.6 581.4 4386.9 52891266.9 521214624061.1 633.4 4694.5 528.59.51373.9 530315534313.9 686.9 5000.8 529101483.8 539916494580.6 741.9 5322.4 库水位Z(m)堰顶水头泻流量q(m3/s)总库容V(万m3)堰顶以上库容万m3V/t(m3/s)q/2(m3/s)V/t+q/2(m3/s)530.511.51829.8 569419445400.0 914.9 6314.9 531121950.5 579820485688.9 975.2 6664.1 531.512.52073.6 590021505972.2 1036.8 7009.0 532132199.3 601722676297.2 1099.6 7396.9 532.513.52327.4 611423646566.7 1163.7 7730.4 533142457.9 622324736869.4 1228.9 8098.4 533.514.52590.7 634425947205.6 1295.4 8500.9 534152725.9 644526957486.1 1362.9 8849.0 534.515.52863.3 655828087800.0 1431.6 9231.6 535163003.0 667029208111.1 1501.5 9612.6 535.516.53144.8 678230328422.2 1572.4 9994.6 536173288.8 689831488744.4 1644.4 10388.9 536.517.53435.0 701232629061.1 1717.5 10778.6 537183583.2 713133819391.7 1791.6 11183.3 537.518.53733.6 725035009722.2 1866.8 11589.0 538193886.0 7369361910052.8 1943.0 11995.8 538.519.54040.4 7488373810383.3 2020.2 12403.5 539204196.8 7606385610711.1 2098.4 12809.5 539.520.54355.1 7724397411038.9 2177.6 13216.4 540214515.4 7843409311369.4 2257.7 13627.1 由上表可绘出V/t+q/2=f(q)曲线如下：调洪计算表(P=0.1%)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)05050.0 524.71296173296.0 26804882780.0 638.5 313009903131.5 733.0 4200016504048.5 1038.0 5230021505160.5 1429.0 6210022005931.5 1678.0 7175019256178.5 1770.0 8118014655873.5 1660.0 98951037.55251.0 1441.0 108178564666.0 1247.0 11294555.53974.5 1015.0 122642793238.5 794.0 132344982942.5 693.0 142042192468.5 638.5 524.715191197.5191524.716177184177524.717164170.5164524.718150157150524.719137143.5137524.720123130123524.721110116.5110524.722102106102524.7239799.597524.7249093.590524.7根据上表作出Qt图、qt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=28=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(m3/s)时段平均入库流量Q(m3/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035354633524.71196115.541.58196115.541.584633524.72524360129.6435315.5113.584649.02524.8 3727625.5225.18476455.5163.984710.22525.1 41220973.5350.46582529190.444870.24526.0 513901305469.8747664.5239.225100.82527.3 612901340482.4891819294.845288.38528.3 711901240446.4978934.5336.425398.36528.9 88531021.5367.74988983355.685410.42529.0 9647750270935961.5336.65343.82528.6 10483565203.4853894307.085240.14528.1 11437460165.6768810.5276.485129.26527.4 12398417.5150.3695731.5250.25029.36526.928505600410.084753.56525.456470487.5169.24699.92525.1 15283288.5103.86434452156.244647.54524.8 1626327398.28263348.594.684633524.71724525491.4424525488.24633524.718224234.584.42224234.580.644633524.71920421477.0420421473.444633524.720183193.569.66183193.565.884633524.72117117763.7217117761.564633524.722154162.558.5154162.555.444633524.72314414953.6414414951.844633524.724135139.550.22135139.548.64633524.7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Qt图、qt图及Zt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(m3/s)总库容V(万m3)堰顶以上库容万m3V/t(m3/s)q/2(m3/s)V/t+q/2(m3/s)51900375000.0 00.0 519.50.511.1 382070194.4 5.5 200.0 520131.3 3895145402.8 15.6 418.4 521288.5 4042292811.1 44.2 855.3 521.52.5123.6 41203701027.8 61.8 1089.6 5223162.5 41974471241.7 81.3 1322.9 5234250.2 43556051680.6 125.1 1805.7 523.54.5298.6 44346841900.0 149.3 2049.3 5245349.7 45187682133.3 174.9 2308.2 524.55.5403.5 46008502361.1 201.7 2562.9 5256459.7 46849342594.4 229.9 2824.3 525.56.5518.4 476710172825.0 259.2 3084.2 5267579.3 485411043066.7 289.7 3356.3 526.57.5642.5 494011903305.6 321.2 3626.8 5278707.8 503012803555.6 353.9 3909.5 527.58.5775.2 512013703805.6 387.6 4193.1 5289844.6 521214624061.1 422.3 4483.4 528.59.5915.9 530315534313.9 458.0 4771.9 52910989.2 539916494580.6 494.6 5075.1 529.510.51064.3 549617464850.0 532.1 5382.1 530.511.51219.9 569419445400.0 609.9 6009.9 531121300.3 579820485688.9 650.2 6339.0 531.512.51382.4 590021505972.2 691.2 6663.4 532131466.2 601722676297.2 733.1 7030.3 532.513.51551.6 611423646566.7 775.8 7342.5 533141638.6 622324736869.4 819.3 7688.7 533.514.51727.1 634425947205.6 863.6 8069.1 534151817.2 644526957486.1 908.6 8394.7 534.515.51908.9 655828087800.0 954.4 8754.4 535162002.0 667029208111.1 1001.0 9112.1 535.516.52096.5 678230328422.2 1048.3 9470.5 536172192.6 689831488744.4 1096.3 9840.7 536.517.52290.0 701232629061.1 1145.0 10206.1 库水位Z(m)堰顶水头泻流量q(m3/s)总库容V(万m3)堰顶以上库容万m3V/t(m3/s)q/2(m3/s)V/t+q/2(m3/s)537182388.8 713133819391.7 1194.4 10586.1 537.518.52489.1 725035009722.2 1244.5 10966.7 538192590.6 7369361910052.8 1295.3 11348.1 538.519.52693.6 7488373810383.3 1346.8 11730.1 539202797.8 7606385610711.1 1398.9 12110.0 539.520.52903.4 77243974110