1、洪水調節課程設計設計說明書1、根據工程規模和建筑物的等級，確定相應的洪水標準：大M山水庫是小(一)型水庫，擋水建筑物是漿砌石重力拱壩，則可確定其設計 洪水標準的頻率為3.33%校核洪水標準的頻率為0.5%。2、設計洪水調洪演算：2.1用列表試算法進行調洪演算2.1.1計算并繪制V-Z線，q-V線，q-Z線表一水庫水位容積關系及水庫q=f(V)關系曲線計算表水位Z (m)庫容V (萬 m3)溢洪道堰 上水頭 Hw(m)流量系數m溢洪道泄量 q(m3/s)224.94000226.371000227.051500227.21600227.93220.730.43664.27987217228.32

2、51.10.436118.8994216228.88301.680.436224.4164235229.44352.240.438222222347.2727045229.98402.780.452925926496.247806230.49453.290.465111111656.0769599230.98503.780.476826.8921661231.46554.260.4848888891007.768678231.91604.710.4917777781188.240869232.35655.150.4977592591375.100424232.77705.570.5028888

3、891562.640435233.18755.980.5072222221753.29209233.58806.380.5094444441940.582335233.97856.770.5116111112130.23343234.35907.150.5132318.358814234.72957.520.5132500.623746235.081007.880.5132682.322029235.441058.240.5132868.219656其中：起調水位為 227.2m,此時庫容根據內插法算出為16萬m3,流量系數由內插法算得，下泄流量由水力學公式算出。q-Z曲線0100020003

4、000q-Z曲線_3,q (m /s)4000V-Z曲線v-z曲線q-V曲線V(萬 m3)- q-V曲線2.1.2列表試算起調水位是227.2m,從0時開始計算，此時qi=0, Vi=16萬m3表二設計洪水下泄流量列表試算計算表t(h)入庫洪 水流量_3Q（m/s）時段平 均入庫 a# q （m3/s）時段入 庫水量 （萬m）下泄流 量q（n3/s ）時段平 均下泄q（m/s）時段下 泄水量 qz t（萬 m3）時段 內水 庫的 存水 量變 化4V（萬 m3）水庫 的存 水量 （萬m3）水庫水 位Z （m3）09.6010.703.8507.052.541.3216.00227.20111.8

5、014.0917.32227.36223.3017.556.3218.6516.375.890.4317.74227.41348.8036.0512.9841.5730.1110.842.1419.88227.67486.3067.5524.3277.6759.6221.462.8622.74228.025132.00109.1539.29126.14101.9136.692.6125.34228.346182.20157.1056.56175.15150.6554.232.3227.67228.617248.50215.3577.53239.23207.1974.592.9430.60228

6、.958345.60297.05106.94333.55286.39103.103.8434.44229.389521.00433.30155.99501.30417.42150.275.7240.16230.0010888.00704.50253.62849.55675.42243.1510.4750.63231.04111300.601094.30393.951274.201061.87382.2711.6762.30232.11121556.901428.75514.351543.381408.79507.167.1969.49232.7312.51572.251564.58281.62

7、1576.131559.76280.760.8770.35232.80131587.601579.93284.391582.011579.07284.230.1570.51232.8113.51515.701551.65279.301535.101558.55280.54-1.2469.27232.71141443.801479.75266.361449.701492.40268.63-2.2866.99232.52151206.601325.20477.071232.891341.29482.87-5.7961.19232.0216958.701082.65389.75972.281102.

8、58396.93-7.1854.02231.3717731.20844.95304.18752.11862.19310.39-6.2147.81230.7718546.70638.95230.02558.38655.25235.89-5.8741.94230.1819402.90474.80170.93416.82487.60175.54-4.6137.33229.6920289.90346.40124.70299.70358.26128.97-4.2733.06229.2221212.50251.2090.43220.70260.2093.67-3.2429.82228.8622152.30

9、182.4065.66160.06190.3868.54-2.8726.95228.5323111.30131.8047.45115.43137.7549.59-2.1424.81228.282483.0097.1534.9787.42101.4236.51-1.5423.27228.09列表試算：qi=0,V1=16,假設一個q2,則由水量平衡方程可以算出相應的V2,再由q-V曲線可以查的 V所對應的q2,如果此q2與假設的q2相同，則假設正確，如果不 同，則重新假設并計算，并把假設正確的q2和上作為下一時段的qi和Vi,繼續計算，以此類推，直至算出整個洪水過程線，其中應注意再洪峰段應對時間

10、進行加密。 最后算得：最大下泄流量為1582.01m3/s ,最高庫水位為232.81m。2.1.2根據列表試算結果繪Qt、qt曲線，Zt曲線Q-t,q-t 曲線Qm234Z 233232231230229228227 .226 0Z-t曲線zT-水庫水位Z(m30)10203t(h)2.2 用半圖解法進行調洪演算2.2.1 繪制 V/4t+q/2=f2（Z）曲線及 q=f（Z）曲線表三半圖解法單輔助曲線計算表水庫水 位Z（m）總庫容V總（萬 m3）堰頂以上庫 容V（萬m3）V/A t(m 3/s)q(m3/s)q/2 (m 3/s)V/ A t+q/2 (m3/s)227.21600000:

11、227.518.46575342.4657534256.8493150726.41638613.208192920.057508227.820.93150684.93150684913.698630152.83277226.416385840.115016228.123.37837847.37837837820.495495589.37534144.687670465.1831659228.425.8620699.86206896627.394636137.0920168.546004195.9406401228.728.448275912.4482758634.5785441191.6697

12、795.8348839130.41342822931.071428615.0714285741.8650794250.74277125.371385167.236464229.333.7517.7549.3055556316.55863158.279317207.584873229.636.481481520.4814814856.8930041391.41348195.706738252.599742229.939.259259323.2592592664.6090535474.17742237.08871301.697764230.242.156862726.1568627572.6579

13、521565.19372282.596858355.25481230.545.102040829.1020408280.8390023659.56298329.781492410.620495230.848.163265332.1632653189.3424036764.14372382.071861471.414265231.151.2535.2597.9166667872.11129436.055647533.972314231.454.37538.375106.597222985.15911492.579557599.176779231.757.666666741.66666667115

14、.7407411104.0205552.010257667.75099723261.022727345.02272727125.0631311226.4621613.231071738.294202232.364.431818248.43181818134.5328281353.8664676.933192811.46602232.667.976190551.97619048144.3783071486.7314743.365691887.743998232.971.585365955.58536585154.4037941623.091811.54548965.949274233.275.2

15、559.25164.5833331762.6566881.3283011045.91163233.579631751903.1243951.5621431126.56214233.882.820512866.82051282185.6125362047.5651023.78251209.39504234.186.710526370.71052632196.4181292194.59211097.296061293.71419234.490.675675774.67567568207.4324322342.98921171.49461378.92704234.794.729729778.7297

16、2973218.6936942490.77161245.385791464.0794923598.888888982.88888889230.2469142641.94461320.972321551.21923235.3103.05555687.05555556241.8209882795.92611397.963071639.78405235.4410589247.2222222868.21971434.109831681.3320511 / 12根據以上表格可繪出下列曲線q-f(Z)曲線* Z (m)2.2.2進行圖解計算，結果如下表表四水庫設計洪水調洪半圖解法計算表時間t (h)入庫流

17、量Q(m3/s)平均入庫流量Q-(m3/s)V/ A t+q/2 3 (m/s)q(m3/s)Z (mD09.600227.2111.810.710.714.09224559227.3600398223.317.5514.1577544118.64621983227.4117574348.836.0531.5615345941.56756042227.6720656486.367.5557.5439741778.23946948228.02456415132109.1588.45450468125.4781341228.33616156182.2157.1120.0763706175.3040

18、061228.61004167248.5215.35160.1223645239.3300436228.94797888345.6297.05217.8423209333.6156572229.37774889521433.3317.5266637501.0774819229.99541110888704.5520.9491818849.6349549231.0403535111300.61094.3765.61422691274.030825232.1120104121556.91428.75920.33340181543.554624232.7272569131587.61572.2594

19、9.02877741593.588196232.8365537141443.81515.7871810676232.5352314151206.61325.2738.52990461226.872539232.000966416958.71082.65594.3073659976.7168002231.377596317731.2844.95462.5405657748.8787044230.756210818546.7638.95352.6118613560.70221722309474.8266.7096441415.198368229.

20、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半圖解法計算：對于第一時段，已知q1=0，則由單輔助曲線可以得出(V1/At+q1/2 )的值，再由水量平衡方程可得出(V2/At+q2/2

21、)的值，再由單輔助曲線可以得到q2的值，同法以此類推，可以求出其他時段的泄量。最后可算出：最大下泄流量為1593.53m3/s,最高庫水位為232.84m.2.3 比較分析試算法和平圖解法調洪計算的成果利用試算法得出的最大下泄流量為1582.01m3/s,最高庫水位為232.81m；利用半圖解法得出的最大下泄流量為 1593.53m3/s,最高庫水位為232.84m。其中有一定的誤差，特別是最大下泄流量誤差較大，其主要原因可能是線性內插造成的，一方面要對流量系數進行內插，另一方面再進行試算的過程中核對試算是否正確也需用線性內插法。3、校核洪水調洪演算：3.1用列表試算法進行調洪演算表五水庫校核

22、洪水調洪列表試算法計算表時間 t(h)入庫洪 水流量 Q(m3/s)時段平 均入庫 a# q3(m/s)時段入 庫水量 (萬 m3)下泄流量q(m3/s )時段平 均下泄q(m3/s )時段下 泄水量q t(萬 m3)時段內 水庫的 存水量 變化 V (萬 m3)水庫 的存 水量 (萬 m3)水庫水 位Z(mi)012.0013.104.720.008.633.111.6116.00227.20114.2017.2517.61 227.40224.1019.156.8919.7518.506.660.2317.84227.42354.30P 39.2014.1145.3732.56P 11.7

23、2P 2.3920.23 :227.724102.2078.2528.1792.6669.0224.853.3223.56 1228.125158.20130.2046.87151.22121.9443.902.9726.53228.486217.20187.7067.57208.97180.1064.84P 2.7429.27 ；228.807278.20247.7089.17271.67240.3286.522.6631.92 1229.108342.30310.25111.69334.60303.14109.132.5634.48229.389445.20393.75141.75433.

24、89384.24r 138.33P 3.4237.91 ；229.7510614.70529.95190.78596.89515.39185.545.2443.15 1230.3011933.10773.90278.60901.40749.15269.698.9152.06231.18121577.201255.15451.85 1516.121208.76435.1516.7068.76 232.67132197.90國87.55679.52 2163.801839.96662.39P 17.1385.89；234.0413.52313.752255.83406.05 2305.892234

25、.84402.273.7889.67234.32142429.602371.68426.90 2,406.822356.35424.142.7692.43 234.5314.52350.2012389.90430.18 2380.892393.85430.89r -0.7191.72：234.48152270.802310.50415.89 2,272.672326.78418.82-2.9388.79234.26161884.302077.55747.92 1932.452102.56756.92-9.0079.78 233.56171433.30M658.80597.17 1,455.39

26、1693.92609.81 -12.64 67.14 232.，53181042.001237.65445.55 1076.741266.07455.78 -10.23 56.91 231.(6319740.10I 891.05320.78755.38916.06I 329.78I -9.0047.91 1230.7720518.50629.30226.55539.61647.49233.10-6.5541.36 :230.1221362.60440.55158.60372.16455.89164.12-5.5235.84229.5322256.80309.70111.49269.47320.

27、82115.49-4.0031.83 .229.0923187.00221.9079.88192.83231.1583.21-3.3328.50228.7124132.10159.5557.44140.14166.4959.93-2.5026.01228.42試算方法與設計洪水調洪計算列表試算法相同，最后可得：最大下泄流量為_ _ _ _ 3 _2406.82m/s,最局庫水包為 234.53m。根據試算法可得下列曲線：Q-t ,q-t 曲線0 0 000t(h)一入庫洪水流量Q(m3/s)一下泄流量q(m3/s)Z-t曲線s 236.00 m 234.00232.00230.00228.00

28、226.00t-水庫水位Z (m30. 3. 6. 9. 1215 1821 2400 00 00 00 .0 .0 .0 .0 .00 0 0 0 0t(h)3.2用半圖解法進行調洪演算3.2.1 繪出相應曲線V/ A t+q/2=f2(Z)曲線3.2.1計算235234233232231230229228227226030060090012001500V/ A t+q/2 (m3/s)表六水庫校核洪水調洪半圖解法計算表時間t (h)入庫流量Q(m3/s)平均入庫流量Q-(m3/s)V/ A t+q/2 (m3/s)q(m3/s)Z (mD01200227.2114.213.113.117.2531231227.39594 1224.119.1514.996876919.7513712227.42431354.339.234.4455056645.3658435227.71524102.278.2567.3296621992.7053818228.12256 15158.2130.2104.8242804151.156701228.477316217.2187.7141.367579209.242859228.796597278.2247.7179.8247197271.276589229.093618342.3310.25218.798131335.2