水资源规划与利用洪水调节课程设计方案计算书

1、水资源规划及利用课程设计计算说明书名:号业:三峡大学水利与环境学院2017年1月TOC o 1-5 h z HYPERLINK l bookmark4 o Current Document 1、设计目的0 HYPERLINK l bookmark6 o Current Document 2、设计基本资料0 HYPERLINK l bookmark8 o Current Document 3、列表试算法推求水库下泄流量过程2 HYPERLINK l bookmark10 o Current Document 3.1洪水标准确定23.1.1设计洪水标准33.1.2校核洪水标准3 HYPERLINK

2、 l bookmark40 o Current Document 3.2设计标准洪水调节43.2.1下泄流量计算43.2.2列表试算法调洪演算6 HYPERLINK l bookmark24 o Current Document 3.3校核标准洪水调节9 HYPERLINK l bookmark36 o Current Document 4、半图解法推求水库下泄流量过程12 HYPERLINK l bookmark38 o Current Document 4.1洪水标准确定124.2设计标准洪水调节134.2.1计算并绘制单辅助线134.2.2半图解法调洪演算15 HYPERLINK l b

3、ookmark42 o Current Document 4.3校核标准洪水调节17 HYPERLINK l bookmark44 o Current Document 5、成果分析及结论20 HYPERLINK l bookmark46 o Current Document 6、小结20 .00569.0C-56S.0C567.00566.005E5.0G56400562.(K-02030405060时间t(h)图7Z-t关系曲线2）由上述图6和图7可知,最大下泄流量qm发生在t=22.35938h时刻，qm=2404.11m3/s时，此时最高水位以及zm=568.80m。表五调洪计算成果表

4、-._频率项目设计洪水校核洪水列表试算法最大泄里（m”s）1786.082404.11水库最咼水位（m）566.31568.804、半图解法推求水库下泄流量过程4.1洪水标准确定同列表试算法相同，设计洪水标准选为100年（即百年一遇（1%）洪水进行设计），校核标准选为500年（即五百年一遇（0.2%）洪水进行校核）。洪水过程线如前面的表一。4.2设计标准洪水调节4.2.1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厂0.1063；丿总第栏V=-（万m3/s）；At0.36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（

5、7）栏=第（4）栏+第（6）栏；计算结果如表六。绘制绘制q=f（+号关系曲线和qZ关系曲线，如图8、图9所示。表六qq=f（At+2辅助曲线计算表水库水位Z（m）总库容V（万m3）堰顶以上库容v（亿m3）V/At(m3/s)q(m3/s)q/2q=(m3/s)f(V+纟)At2(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

6、.175581243180500.00243.93121.97621.975591305242672.22375.56187.78860.005601365302838.89524.86262.431101.3256114383751041.67689.95344.971386.6456215074441233.33869.43434.721668.0556315805171436.111062.25531.121967.2356416585951652.781267.52633.762286.5456517396761877.781484.53742.272620.0456618097462

7、072.221712.69856.352928.5756718908272297.221951.47975.733272.9656819719082522.222200.421100.213622.43568.9920569932758.332456.501228.253986.58570214410813002.782727.261363.634366.41571.7230012373436.113203.791601.905038.01572.5238013173658.333436.741718.375376.70T；LL茨虽q(mV5)图9qZ关系曲线4.2.2半图解法调洪演算1）调洪

8、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Q二（Q1+Q2）/2，逐时段求平均值，上一时段Q2为下一时段(4)栏（V(4)栏（V+q）二（V+q）+Q-q；At22At2i第（5）栏由表五线性插值求得；第（6）栏由表六q-Z关系曲线插值得到;计算结果见表七。表七设计百年一遇洪水（P=l%）时间t(h)入库流量Q（m3/s）平均入库流量Q（m?/s）f(V+q)At2(m3/s)q(m/s)Z(m)015221585152256350116.4716.47563.50217731710177356350318981836189856350420.2319.6

9、120.23563.50521482086214856350622742211227456350724.3623.5524.36563.5083014272530145635094803390948035635010827965418279563501113325108021332556350121955716441195575635013266222309026622563501434111303673411156350154189038001418905635016504134615250413563501762114562646211456350188530673710853065635

10、01911962810246721425811749756355201532.371364.332331.931297.06564.142117593116458426807215294056520221838511798912950231727.715660623178529181190303442178608566312416410317131629615017355256610251449581545312771281596375654926124500134729252220142086564.7127104666114583224716124221563882886334955001

11、95996105756563502969986781606998656350305589162939558915635031441,2050006441.205635032345.83393.52345.83563.50332708430834270845635034213.32242.08213.32563.5035170.26191.79170.26563.50361386915448138695635037116.12127.41116.12563.5038100.22108.17100.22563.5039892994.768929563504081688549816856350417

12、4.8378.2674.83563.50427287738572875635043721872537218563504472.3072.2472.30563.5045728072557280563504673.5573.1873.55563504774.4574.0074.45563.504872.5173.4872.51563.502）将入库流量Q-t，出库流量q-t绘于一张图10上，另作Z-t曲线，如图11。2&0.00-400.DO-600.00-SOO.00-1&00.00-1200.00-14D0.00-1600.002000.001800.00a2&0.00-400.DO-600.

13、00-SOO.00-1&00.00-1200.00-14D0.00-1600.002000.001800.00ajoo1020304050Q-曲总q-t曲线时间t60图10Q-t关系曲线和q-t关系曲线5E6.50563.0040205E6.50563.00402030W50-60时间t(h)图11Z-t关系曲线3）由上述图10和图11可知，最大下泄流量qm发生在t二23h时刻,qm=1786.08m3/s时，此时最高水位以及z=566.31m。mm4.3校核标准洪水调节1）具体的步骤和方法同上述4.1,运用公式（1）和（2）即可得到下表八:表八校核500年一遇洪水（P=0.2%）时间t(h)

14、入库流量Q（m3/s）平均入库流量Q（m旷/s）f(:+2)(m3/s)q(m/s)Z(m)0.0017.8918.6117.89563.501.0019.3319.33563.502.0020.7720.0520.77563.503.0022.2121.4922.21563.504.0023.6522.9323.65563.505.0025.0824.3725.08563.506.0026.7925.9426.79563.507.0032.1429.4732.14563.508.0052.5142.3352.51563.5090097.7775.1497.775635010.00165.52

15、131.65165.52563.5011.00247.19206.36247.19563.5012.00335.42291.31335.42563.5013.00426.91381.17426.91563.5014.00518.28472.60518.28563.5015.00612.22565.25612.22563.5016.00720.56666.39720.56563.5017.00887.55804.06887.55563.5018.001252.601070.082170.731193.075636419.001774.481513.542491.201400.70564.6120

16、.002231.612003.053093.551827.08566.4821.002472.352351.983618.452197.585679922.002470.732471.543892.412390.275687323.002284.972377.853879.992381.54568.7024001998892141933640382213045680525.001683.641841.273268.611948.455669926.001384.261533.952854.101657.62565.7627001118381251322447801372455644828.00

17、888.451003.422078.761133.94563.5029.00694.38791.421736.23913.38563.5030.00535.22614.80535.22563.5031004087547199408755635032.00311.49360.12311.49563.5033.00238.95275.22238.95563.5034001863621266186365635035.00149.25167.81149.25563.5036.00123.75136.50123.75563.5037001067111523106715635038.0095.64101.

18、1895.64563.5039.0088.7392.1988.73563.5040008455866484555635041.0081.5583.0581.55563.5042.0081.0681.3181.06563.5043008136812181365635044.0082.1581.7682.15563.5045.0083.1882.6783.18563.5046008437837884375635047008564850185645635048.0083.5684.6083.56563.502）将入库流量Q-t，出库流量q-t绘于一张图12上，另作Z-t曲线，如图13。irtAla轴垢3000.00图12Q-t关系曲线和q-t关系曲线570.0C-562.0C-irtAla轴垢3000.00图12Q-t关系曲线和q-t关系曲线570.0C-562.0C-5餌.00568.0C567.00566.00565.0G5640005060时间丽203040图13Z-t关系曲线3)3)由上述图12和图13可知，最大下泄流量qm发生在t=22.35938h时刻，qm=2404.11m3/s时，此时最高水位以及zm=568.