洪水调节课程设计设计说明书

1、洪水调节课程设计设计说明书1、根据工程规模和建筑物的等级，确定相应的洪水标准：大米山水库是小(一)型水库，挡水建筑物是浆砌石重力拱坝，则可确定其设计洪水标准的频率为3.33%校核洪水标准的频率为0.5%。2、设计洪水调洪演算：2.1用列表试算法进行调洪演算2.1.1计算并绘制V-Z线，q-V线，q-Z线表一水库水位容积关系及水库q=f(V)关系曲线计算表水位Z(m)库容V(万m3)溢洪道堰 上水头Hw(m)流量系数m溢洪道泄量q(m3/s)224.94000226.371000227.051500227.21600227.93220.730.43664.27987217228.3251.10.

2、436118.8994216228.88301.680.436224.4164235229.44352.240.438222222347.2727045229.98402.780.452925926496.247806230.49453.290.465111111656.0769599230.98503.780.476826.8921661231.46554.260.4848888891007.768678231.91604.710.4917777781188.240869232.35655.150.4977592591375.100424232.77705.570.5028888891562

3、.640435233.18755.980.5072222221753.29209233.58806.380.5094444441940.582335233.97856.770.5116111112130.23343234.35907.150.5132318.358814234.72957.520.5132500.623746235.081007.880.5132682.322029235.441058.240.5132868.219656其中：起调水位为 227.2m，此时库容根据内插法算出为16万m3,流量系数由内插法算得，下泄流q-V曲线3 mV（万 m3） q-V曲线2.1.2列表试算起

4、调水位是227.2m,从0时开始计算，此时qi=O, Vi=16万vm表二设计洪水下泄流量列表试算计算表t(h)入库洪 水流量 Q（nVs）时段平 均入库 流量Q（m3/s）时段入 库水量 （万m）下泄流量q（m/s）时段平 均下泄 流量q （m/s）时段下 泄水量 q t（万 m）时段 内水 库的 存水 量变 化厶V（万 用）水库 的存 水量（万 m）水库水位Z（m）09.6010.703.8507.052.541.3216.00227.20111.80r 14.0917.32227.36223.3017.556.3218.6516.375.890.4317.74227.41348.8036

5、.0512.9841.5730.1110.842.1419.88227.67486.3067.5524.32:77.6759.6221.462.86 122.74228.025132.00109.1539.29126.14101.9136.692.6125.34228.346182.20157.1056.56175.15150.6554.232.3227.67228.617248.50215.3577.53P 239.23207.19 174.592.94 :30.60228.958345.60297.05106.94333.55286.39103.103.8434.44229.389521.

6、00433.30155.99501.30417.42150.275.7240.16230.0010888.00704.50253.62P 849.55675.42 :243.1510.4750.63231.04111300.601094.30393.951274.201061.87382.2711.6762.30232.11121556.901428.75514.351543.381408.79507.167.1969.49232.7312.51572.251564.58281.621576.131559.76 :280.760.87 :70.35232.80131587.601579.932

7、84.391582.011579.07284.230.1570.51232.8113.51515.701551.65279.301535.101558.55280.54-1.2469.27232.71141443.801479.75266.361449.701492.40 :268.63-2.28 :66.99232.52151206.601325.20477.071232.891341.29482.87-5.7961.19232.0216958.701082.65389.75972.281102.58396.93-7.1854.02231.3717731.20844.95304.18P 75

8、2.11862.19310.39-6.21 :47.81230.7718546.70638.95230.02558.38655.25235.89-5.8741.94230.1819402.90474.80170.93416.82487.60175.54-4.6137.33229.6920289.90346.40124.70299.70358.26128.97-4.2733.06229.2221212.50251.2090.43220.70260.2093.67-3.2429.82228.8622152.30182.4065.66160.06190.3868.54-2.8726.95228.53

9、23111.30131.8047.45P 115.43137.7549.59-2.14 :24.81228.282483.0097.1534.9787.42101.4236.51-1.5423.27228.09列表试算：qi=0,V1=16,假设一个q2,则由水量平衡方程可以算出相应的再由q-V曲线可以查的U所对应的q2,如果此q2与假设的q2相同，则假设正确，如果不同，则 重新假设并计算，并把假设正确的 q2和V2作为下一时段的qi和Vi,继续计算，以此类 推，直至算出整个洪水过程线，其中应注意再洪峰段应对时间进行加密。最后算得：最大下泄流量为1582.01m3/s，最高库水位为232.81

10、m。2.1.2根据列表试算结果绘 Q t、q t曲线，Zt曲线Q-t,q-t 曲线Q一入库洪水流量Q(m3/s)下泄流量q(m3/s)Z-t曲线t(h)* 水库水位Z(m32.2用半图解法进行调洪演算2.2.1 绘制 V/ t+q/2=f2(Z)曲线及 q=f(Z)曲线表三半图解法单辅助曲线计算表水库 水位Z（m）总库容V总（万用）堰顶以上库 容V（万吊）V/ t(m 3/s)q(m3/s)3q/2 (m /s)V/ t+q/2(m3/s)227.21600000227.518.4657532.465753426.849315026.41638613.208192920.05750845722

11、7.820.9315064.9315068413.69863052.8327726.41638540.11501689128228.123.3783787.37837837820.49549589.37534144.68767065.1831659454228.425.862069:9.8620689627.394636137.092068.54600495.9406406111228.728.44827512.448275834.578544191.669795.834883130.4134296179822931.07142815.071428541.865079250.7427125.3

12、7138167.23646674754229.333.7517.7549.305555316.5586P158.27931207.5848716373229.636.48148120.481481456.893004391.4134195.70673252.59974581882229.939.25925923.259259264.609053474.17742237.08871301.697763654230.242.15686226.156862772.657952565.1937282.59685355.2548175128230.545.102040:29.102040880.8390

13、02659.5629329.78149410.62049823825230.848.16326532.163265389.342403764.1437382.07186471.41426316215231.151.2535.2597.916666872.1112436.05564533.972317974231.454.37538.375106.59722985.1591492.57955599.176772179231.757.66666641.6666666115.7407411104.020552.01025667.750997757723261.02272745.0227272125.

14、063131226.462613.23107738.29420371112232.364.43181848.4318181134.532821353.866676.93319811.4660228842232.667.97619051.97619048144.378301486.731743.365691887.743998574232.971.58536555.5853658154.403791623.091811.54548965.949279544233.275.2559.25164.583331762.656881.328301045.911613613233.579631751903

15、.124951.562141126.5621 1334233.882.82051266.8205128185.612532047.5651023.78251209.39508264234.186.71052670.7105263196.418122194.592P 1097.29601293.7141329169234.490.67567574.6756756207.432432342.9891171.49461378.927078224234.794.729729:78.7297297218.693692490.771:1245.38571464.079473469923598.888888

16、82.8888888230.246912641.9441320.97231551.2192994623235.3103.05555687.05555556241.8209882795.92611397.96301639.784075235.410589247.2222222868.2191434.10981681.33204735根据以上表格可绘出下列曲线234233232231230229228227226V/ t+q/2=f 2(Z)曲线* z( mr,q-f(Z)曲线2342322302282260500100015002000q(m3 /s)2.2.2进行图解计算，结果如下表表四 水库

17、设计洪水调洪半图解法计算表时间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( m09.600227.2111.810.710.714.09224559227.3600398223.317.5514.1577544118.64621983227.4117574348.836.0531.5615345941.56756042227.6720656486.367.5557.5439741778.23946948228.02456415132109.1588.45450468125.4781341228.33616156182.2157.11

18、20.0763706175.3040061228.61004167248.5215.35160.1223645239.3300436228.94797888345.6297.05217.8423209333.6156572229.37774889521433.3317.5266637501.0774819229.99541110888704.5520.9491818849.6349549231.0403535111300.61094.3765.61422691274.030825232.1120104121556.91428.75920.33340181543.554624232.727256

19、9131587.61572.25949.02877741593.588196232.8365537141443.81515.7871810676232.5352314151206.61325.2738.52990461226.872539232.000966416958.71082.65594.3073659976.7168002231.377596317731.2844.95462.5405657748.8787044230.756210818546.7638.95352.6118613560.70221722309474.8266.709

20、6441415.198368229.686214720289.9346.4197.9112761300.7791736229.228074521212.5251.2148.3321025220.4156291228.858008722152.3182.4110.3164734159.8520117228.525105923111.3131.882.26446169115.8749976228.2795122248397.1563.5394641186.97926905228.0837687半图解法计算：对于第一时段，已知q1=0,则由单辅助曲线可以得出(V1/ t+q1/2 ) 的值，再由水量

21、平衡方程可得出(V2/ t+q2/2 )的值，再由单辅助曲线可以得到 q2的值，同法以此类推，可以求出其他时段的泄量。最后可算出：最大下泄流量为1593.53m3/s，最高库水位为232.84m.2.3比较分析试算法和半图解法调洪计算的成果利用试算法得出的最大下泄流量为 1582.01m3/s，最高库水位为232.81m；利用半图 解法得出的最大下泄流量为1593.53m3/s，最高库水位为232.84m。其中有一定的误差，特别是最大下泄流量误差较大，其主要原因可能是线性内插造成的，一方面要对流量系 数进行内插，另一方面再进行试算的过程中核对试算是否正确也需用线性内插法。3、校核洪水调洪演算：

22、3.1用列表试算法进行调洪演算表五水库校核洪水调洪列表试算法计算表时 间 t(h)入库洪 水流量Q（mVs ）时段平 均入库 流量Q（m3/s ）时段 入库 水量（万 mi）下泄流量q（mn/s）时段平 均下泄 流量q（mn/s）时段下泄 水量q t（万m3）时段 内水 库的 存水 量变 化厶V（万mi）水库 的存 水量（万mi）水库 水位Z（mi）012.000.0016.00227.2013.104.728.633.111.6117.6227.4114.2017.251017.8227.4224.1019.156.8919.7518.506.660.2342354.3039.2014.11

23、45.3732.5611.722.3920.23227.7223.5228.1 14102.2078.2528.1792.6669.0224.853.32625158.20130.2046.87151.22121.9443.902.9726.53228.4829.2228.86217.20187.7067.57208.97180.1064.842.747031.9229.1 17278.20247.7089.17271.67240.3286.522.6620111.6334.60303.14109.12.5634.4229.38342.30310.259388141.7433.89384.24

24、138.33.4237.9229.79445.20393.755315190.7596.89515.39185.55.2443.1230.3 110614.70529.958450278.6901.40749.15269.68.9152.0231.111933.10773.900968121577.201255.1451.81516.121208.76435.116.7068.7232.6555671887.5679.52163.801839.96662.317.1385.8234.0 1132197.90529942255.8406.02305.892234.84402.23.7889.62

25、34.313.52313.75357722371.68426.902406.822356.35424.142.7692.43234.53142429.602389.9430.12380.892393.85430.8-0.7191.7234.4114.52350.20089282310.5415.82272.672326.78418.8-2.9388.7234.2152270.80092962077.5747.91932.452102.56756.9-9.0079.7233.5161884.30522861658.8597.11455.391693.92609.8-12.667.1232.517

26、1433.300714431237.6445.51076.741266.07455.7-10.256.9231.6181042.00558313320.7755.38916.06329.7-9.0047.9230.719740.10891.058817226.5539.61647.49233.1-6.5541.3230.120518.50629.305062158.6372.16455.89164.1-5.5235.8229.5 121362.60440.550243111.4269.47320.82115.4-4.0031.8229.022256.80309.70993928.5228.72

27、3187.00221.9079.88192.83231.1583.21-3.330126.0228.4 24132.10159.5557.44140.14166.4959.93-2.5012试算方法与设计洪水调洪计算列表试算法相同，最后可得：最大下泄流量为3、.2406.82m/s，最高库水位为 234.53m。根据试算法可得下列曲线:Q-t ,q-t 曲线0 0 0 0 0t(h)_：入库洪水流量Q(m3/s) 下泄流量q(m3/s)Z-t曲线-1水库水位Z (m3s 236.003m 234.00232.00230.00228.00226.000. 3. 6. 9. 1215 1821 2

28、4 00 00 00 00.0 .0 .0 .0 .00 0 0 0 0t(h)3.2用半图解法进行调洪演算3.2.1绘出相应曲线3.2.1计算234233232231230229228227226V/ t+q/2=f2(Z)曲线I Z(m|表六水库校核洪水调洪半图解法计算表时间t ( h)入库流量3Q(m /s)平均入库流量3Q (m /s)V/ t+q/2(m3/s)q(m3/s)z( m01200227.2114.213.113.117.2531231227.39594 彳224.119.1514.996876919.7513712227.42431354.339.234.4455056645.3658435227.71524102.278.2567.3296621992.7053818228.12256 15158.2130.2104.8242804151.156701228.477316217.2187.7141.367579209.242859228.796597278.2247.7179.8247197271.276589229.0936 V8342.3310.25218.798131335.2050