三峡大学洪水调节课程设计报告书

1、1600140012001000800600400200004812162024姓名： *学号： *指导老师： *班级：洪水调节课程设计1 班目录一、设计说明3二、计算过程3(一)设计洪水的计算3(二)校核洪水的计算10三、调洪计算结果及分析16(一)调洪计算成果表16(二)成果分析及结论17四、参考文献17洪水调节课程设计一、设计说明由洪水调节课程设计任务书中提供的材料可知，该水利枢纽工程工程等别为，工程规模为中型，故采用 100 年一遇 (1%)洪水进行设计，1000 年一遇 (0.1%)洪水进行校核。防洪限制水位为Z0=524.04m。二、计算过程根据高程库容关系表 (表一 )绘出水利枢

2、纽 ZV 关系曲线 (图一 )如下。表一：高程 (m)450460470480490500505库容 (104m3)018113.5359.3837.21573.62043.2高程 (m)510515520525530530540库容 (104m3)2583.33201.33895.74683.85593.966707842.6图一、水利枢纽 Z-V关系曲线)m(Z5405305205105004904804704604500800160024003200400048005600640072008000V(万m3)(一)设计洪水的计算A、试算法1、计算并绘制 q-V 曲线根据堰顶溢流公式：qn

3、bme 2g H 03 2 ·························(1)其中 b=8m，e=0.92，m=0.48，g=9.81，H0=Z-519，在设计洪水下n=2。将 Z=519，540中的每个整数带入公式计算出所对应的q 值，填入表二如下。表二：Z(m)519520521522523524525526527528529q(m3/s

4、)031.388.52162.62250.37349.91459.97579.62708.16845.01989.69Z(m)530531532533534535536537538539540q(m3/s)1141.791300.981466.941639.421818.172002.992193.672390.052591.962799.263011.81由表二中的数据可绘制水库q=f(Z) 曲线如图二。图二、水库 q=f(Z) 曲线3200）s/32800m（q24002000160012008004000517522527532537Z（m）542由图二和图一可绘制水库q=f(V) 关系

5、曲线如图三。图三、水库 q=f(V) 关系曲线)s3200/3m2800(q2400200016001200800400035004400 5300 6200 7100 8000 V(万m3)2、调洪计算求 qt 过程和 Zt 过程由 起 调水 位Z限 =524.04m可从 图二 中 查 得 需要 调节 的起 始流 量 为q0=354.12m3/s，因在前两小时q 均小于 q0，故 q=Q。从第三小时开始调洪，取t=1h=3600s。根据水量平衡方程1( Q1 Q2 ) t1V ·······(2)(Q q) t( q1 q

6、2 ) t V2 V122结合水库 q=f(V) 关系曲线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%) 调洪计算表时间入库洪时段平均时段入下泄时段平均时段下时段水水库存水库水流量入库流量库水量流量下泄流量泄水量量变化水容量水位t(h)Q(m3/s)Q 均 (m3/s)Q 均 t(万 m3)q(m3/s)q 均 (m3/s)q 均 t(万 m3) V( 万 m3)V( 万 m3)Z(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)035115.5041.5835.00115.5041.580.004652.28524.801196196.00465

7、2.28524.80360.00129.60321.79115.8413.762524447.574666.04524.89625.50225.18468.31168.5956.593727489.064722.62525.21973.50350.46546.62196.78153.6841220604.194876.30526.061305.00469.80687.46247.49222.3151390770.745098.62527.281340.00482.40838.38301.82180.5861290906.035279.20528.271240.00446.40945.71340

8、.45105.9571190985.395385.14528.851021.50367.74989.69356.2911.458853993.985396.60528.92750.00270.00964.99347.39-77.399647935.995319.20528.49565.00203.40891.91321.09-117.6910483847.835201.51527.84460.00165.60801.74288.63-123.0311437755.665078.49527.17417.50150.30715.48257.57-107.2712398675.304971.2252

9、6.58373.00134.28639.37230.17-95.8913348603.454875.32526.05321.00115.56569.89205.16-89.6014294536.334785.72525.56288.50103.86506.88182.48-78.6215283477.444707.11525.13273.0098.28397.76143.19-44.9116263318.084662.19524.86254.0091.44281.54101.35-9.9117245245.004652.28524.80234.5084.42234.5084.420.00182

10、24224.004652.28524.80214.0077.04214.0077.040.0019204204.004652.28524.80193.5069.66193.5069.660.0020183183.004652.28524.80177.0063.72177.0063.720.0021171171.004652.28524.80162.5058.50162.5058.500.0022154154.004652.28524.80149.0053.64149.0053.640.0023144144.004652.28524.80139.5050.22139.5050.220.00241

11、35135.004652.28524.80在表三中， t=17h 后水库水位将小于防洪限制水位524.8m，所以不须再进行调洪，只须操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表三中第 (1)、(2)、(5)三栏的数据绘制成Qt，qt 关系曲线，如图四所示。图四、水库设计洪水 Q与下泄流量 q过程线)1600s/3m1400(q,Q120010008006004002000设计洪水下泄流量048121620t(h)24然后利用表三中 (1)、 (10)两栏数据绘成 Zt 关系曲线，如图五所示。图五、设计洪水 Z-t 关系曲线)m 529.5(Z529528.5528527.55

12、27526.5526525.5525524.504812162024t(h)查图四与图五可知， 最大下泄流量 qm 发生在 t=7.6h 时刻，正好是 qt 曲线与 Qt 曲线的交点，即为所求， qm=995m3/s， Zm=528.92m。B、半图解法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。计算过程见表四。表四：水库设计洪水 q=f(水库水位 Z总库容 V总堰顶以上库容 V(万 m3)(万 m3)(万 m3)(1)(2)(3)5193756.820.005203895.70138.885214053.32296.505224210.94454.125234

13、368.56611.745244526.18769.365254683.80926.985264865.821109.005275047.841291.025285229.861473.045295411.881655.065305593.901837.085315809.122052.305326024.342267.525336239.562482.745346454.782697.965356670.002913.185366904.523147.705377139.043382.225387373.563616.745397608.083851.265407842.604085.78V

14、 q )单辅助曲线计算表 (P=1%)t2V/ tqq/2Vqt2(m3/s)(m3/s)(m3/s)(m3/s)(4)(5)(6)(7)0.000.000.000.00385.7831.3015.65401.43823.6188.5244.26867.871261.44162.6281.311342.761699.28250.37125.191824.462137.11349.91174.952312.062574.94459.97229.982804.933080.56579.62289.813370.373586.17708.16354.083940.254091.78845.01422

15、.514514.284597.39989.69494.845092.235103.001141.79570.905673.905700.831300.98650.496351.326298.671466.94733.477032.146896.501639.42819.717716.217494.331818.17909.098403.428092.172002.991001.499093.668743.612193.671096.849840.459395.062390.051195.0310590.0810046.502591.961295.9811342.4810697.942799.2

16、61399.6312097.5811349.393011.811505.9012855.29利用表四中第 (5)、(7)两栏相应的数据绘制成单辅助线如图六所示。图六、单辅助曲线)3200s/3m(2800q24002000160012008004000015003000450060007500900010500120001350015000Vq(m3/s)t22、调洪计算求 qt 过程和 Zt 过程调洪的起始条件与试算法相同，计算过程见表五。表五：某水库半图解法调洪计算表(P=1%)时间 t入库流量 Q时段平均入库流量 Q(h)(m3/s)(m3/s)(1)(2)(3)035115.50119

17、6360.002524625.503727973.50412201305.00513901340.00612901240.00711901021.508853750.009647565.0010483460.0011437417.5012398373.0013348321.0014294288.5015283VqqZt2(m 3/s)(m3/s)m(4)(5)(6)431.5935.00524.80431.59196.00524.802750.00447.57524.892927.93486.00525.193415.43588.00525.944132.43754.00527.164718.

18、43896.00528.205062.43986.00528.865097.93992.00528.904855.93930.00528.454490.93841.00527.794109.93748.00527.113779.43673.00526.563479.43604.00526.063196.43544.00525.622940.93487.00525.2016273.002726.93442.00524.87263254.0017245245.00524.80234.5018224224.00524.80214.0019204204.00524.8020193.50183.0052

19、4.8018321177.00171.00524.80171162.5022154154.00524.80149.0023144144.00524.8024139.50135.00524.80135在表五中， t=17h 后库水位将于洪限制水位524.8m，所以不需再进行调洪，只需操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表五中第 (1)、(2)、(5)三栏相应的数据绘制成 Qt， qt 关系曲线，如图七所示。图七、设计洪水调洪曲线)1600s/3m(1400q,Q12001000设计洪水 (1%)800下泄流量600400200004812162024t(h)然后利用第 (

20、1)、(6)栏相应的数据绘制成Zt 关系曲线，如图八所示。)图八、设计洪水 Z-t 曲线m(Z 529.5529528.5528527.5527526.5526525.5525524.504812162024t(h)查图七与图八可知， 最大下泄流量 qm 发生在 t=7.6h 时刻，正好是 qt 曲线与 Qt 曲线的交即为所求。 Qm=993m3/s，Zm=528.91m。(二)校核洪水的计算A、试算法1、计算并绘制 q-V 曲线根据堰顶溢流公式：qnb ·m2g H 03 2·········

21、···············(1)其中 b=8m， =0.92， m=0.48，g=9.81，H=Z-519，在校核洪水下。n=30将 Z=519，540中的每个整数带入公式计算出所对应的q 值，填入表六如下。表六：Z(m)519520521522523524525526527528529q(m3/s)046.95132.78243.93375.56524.86689.95869.431062.251267.521484.53Z(m)53053

22、1532533534535536537538539540q(m3/s)1712.691951.472200.422459.132727.263004.483290.513585.083887.954198.894517.71由表六中的数据可绘制水库q=f(Z) 曲线如图九。图九、 q=f(Z) 关系曲线)4800s/3m4200(q360030002400180012006000517522527532537542Z(m)由图九和图一可绘制水库q=f(V) 关系曲线如图十。)s4800/3m 4200(q36003000240018001200图十、 q=f(V) 关系曲线6000350039

23、004300470051005500590063006700710075007900V(万m3)2、调洪计算求 qt 过程和 Zt 过程由 起 调 水 位 Z 限 =524.8m 可 从 图九 中查 得需 要 调节 的起 始流 量 为q0=655.74m3/s，因在前两小时 q 均小于 q0，故 q=Q。从第三小时开始调洪，取t=1h=3600s。根据水量平衡方程(Q q) t1 ( Q1 Q2 ) t1 ( q1 q2 ) t V2 V1V ··········(2)22结合水库 q=f(V)

24、 关系曲线逐时段对校核洪水进行试算， 计算结果如表七所示。表七：水库校核洪水 (0.1%) 调洪计算表时入库洪时段平均时段入下泄流量时段平时段下时段水水库存水库间水流量入库流量库水量均下泄泄水量量变化水容量水位流量tQ tqqq t VVZ(h)(m3/s)(m3/s)(万 m3)(m3/s)(m3/s)(万 m3)(万 m3)(万 m3)(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)050173.0062.2850.00173.0062.280.004652.28524.801296296.004652.28524.80488.00175.68477.41171.873

25、.812680658.814656.09524.85990.00356.40714.54257.2399.1731300770.264755.26525.391650.00594.00918.27330.58263.42420001066.285018.68526.842150.00774.001248.61449.50324.50523001430.945343.18528.622200.00792.001560.33561.72230.28621001689.725573.46529.891925.00693.001730.89623.1269.88717501772.055643.345

26、30.231465.00527.401718.81618.77-91.37811801665.575551.97529.771037.50373.501559.90561.57-188.0798951454.235363.91528.74856.00308.161353.58487.29-179935184.78527.75763.00274.681170.50421.38-146.70117091088.085038.08526.95657.50236.701015.63365.63-128.9312606943.194909.15526.24577.50207.9

27、0881.66317.40-109.5013549820.144799.65525.64513.00184.68768.46276.65-91.9714477716.794707.68525.13458.50165.06595.40214.34-49.2815440474.004658.40524.80427.00153.72444.00159.84-6.1216414414.004652.28524.80399.50143.82399.50143.820.0017385385.004652.28524.80368.00132.48368.00132.480.0018351351.004652

28、.28524.80335.50120.78335.50120.780.0019320320.004652.28524.80303.00109.08303.00109.080.0020286286.004652.28524.80271.5097.74271.5097.740.0021257257.004652.28524.80248.5089.46248.5089.460.0022240240.004652.28524.80233.0083.88233.0083.880.0023226226.004652.28524.80219.0078.84219.0078.840.0024212212.00

29、4652.28524.80在表七中， t=16h后水库水位将小于防洪限制水位524.8m，所以不需再进行调洪，只需操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表三中第 (1)、(2)、(5)三栏的数据绘制成 Qt，qt 关系曲线，如图十一所示。)图十一、水库校核洪水 Q,q-t 曲线s2400/3m(2100q,Q180015001200校核洪水900下泄流量600300004812162024t(h)然后利用表三中 (1)、 (10)两栏的数据绘制成Zt 关系曲线，如图十二所示。图十二、校核洪水 Z-t 曲线)m 530.5(Z530529.5529528.5528527.5

30、527526.5526525.5525524.504812162024t(h)查图十一与图十二可知，最大下泄流量qm 发生在 t=6.8h 时刻，正好是qt曲线与 Qt 曲线的交点，即为所求。qm， m。=1772m3/sZ =530.23mB、半图解法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。计算过程见表八。表八：某水库 q=f( Vq )辅助曲线计算表 (P=0.1%)t2水库水位 Z总库容 V总堰顶以上库容 VVqqVqt2t2(万 m3)(万 m3)(万 m3)(m3/s)(m3/s)(m3/s)(m3/s)(1)(2)(3)(4)(5)(6)(7)5

31、193756.820.000.000.000.000.005203895.70138.88385.7846.9523.47409.255214053.32296.50823.61132.7866.39890.005224210.94454.121261.44243.93121.971383.415234368.56611.741699.28375.56187.781887.065244526.18769.362137.11524.86262.432399.545254683.80926.982574.94689.95344.972919.925264865.821109.003080.5686

32、9.43434.723515.275275047.841291.023586.171062.25531.124117.295285229.861473.044091.781267.52633.764725.545295411.881655.064597.391484.53742.275339.665305593.901837.085103.001712.69856.355959.355315809.122052.305700.831951.47975.736676.575326024.342267.526298.672200.421100.217398.875336239.562482.746

33、896.502459.131229.578126.075346454.782697.967494.332727.261363.638857.965356670.002913.188092.173004.481502.249594.415366904.523147.708743.613290.511645.2510388.875377139.043382.229395.063585.081792.5411187.595387373.563616.7410046.503887.951943.9711990.475397608.083851.2610697.944198.892099.4512797

34、.395407842.604085.7811349.394517.712258.8613608.25利用表中第 (5)、(7)两栏相应的数据绘制成单辅助线如图十三所示。)s/34800m(q420036003000240018001200图十三、单辅助曲线6000020004000600080001000012000Vqt214000(m3/s)2、调洪计算求 qt 过程和 Zt 过程调洪的起始条件与试算法相同，计算过程见表九。表九：水库半图解法调洪计算表(P=0.1%)时间 t入库流量 Q时段平均入库流量 Q(h)(m3/s)(m3/s)(1)(2)(3)050173.001296488.0

35、02680990.00313001650.00420002150.00523002200.00621001925.00717501465.00811801037.509895856.0010817763.0011709657.5012606577.5013549513.0014477458.5015440427.0016414399.5017385368.0018351335.5019320303.0020286271.5021257248.5022240233.0023226219.0024212VqqZt2(m3/s)(m3/s)m(4)(5)(6)50.00524.80296.00524.802825.0