水利水能規(guī)劃課程設計指導書與任務書

水利水能規(guī)劃課程設計指導書與任務書第一部分課程設計指導書一、課程設計目的和要求 1二、課程設計的內(nèi)容 1（一）水文分析計算 1（二）水利計算 4三、課程設計說明書格式及要求 4四、課程設計時間安排 5五、成績考核與評定 5六、主要參考資料 5第二部分課程設計任務書 6第一部分課程設計指導書在設計時應著重理解水資源利用工程中水利水能計算和分析的全過程和學生每人提交課程設計書說明書一份，按規(guī)范要求打印。要計參數(shù)和不同頻率情況下的年徑流值；最后通過對實測徑流年內(nèi)變化過程分W（Q）CV不同頻率的年徑流量WP（QP）計算采用計算采用20%25%30%50%70%75%80%85%90%頻率代表年單位月份全年%m3/s對設計洪水計算過程中所依據(jù)的基本資料計算方法及其主要環(huán)節(jié)采用的設計洪水和可能最大洪水時應盡可能采用幾種方法對各種方法計算的成果應對大型工程或重要的中型工程用頻率分析法計算的校核標準設計洪水應a)當壩址或其上下游臨近地點具有30年以上實測和插補延長洪水流量b)工程所在地區(qū)具有30年以上實測和插補延長暴雨資料，并有暴雨洪c)工程所在流域內(nèi)洪水和暴雨資料均短缺時可利用鄰近地區(qū)實測或調(diào)量統(tǒng)計參數(shù)、不同重現(xiàn)期年最大洪峰流量及不同歷時洪量值（表3、表4Qm（m3/s）CV不同頻率洪峰流量QP（m3/s）計算采用計算采用0.10.20.330.5123.35歷時Wm（m3/s）CV不同頻率洪量WP（m3/s）計算采用計算采用0.10.20.330.5123.35其具體內(nèi)容主要包括確定水庫興利庫容、正常蓄水位的水庫興利調(diào)節(jié)計和庫容方案進行徑流調(diào)節(jié)計算，并就各方案的防洪限制水位進行全面分析比興利調(diào)節(jié)計算表、防洪計算表（或圖水庫各特征水位、特征庫容，大無調(diào)節(jié)或日調(diào)節(jié)水電站多年平均發(fā)電量的計算應根據(jù)電站出力保證率曲當已知典型年的天然來水過程和水庫特性，要求計算出力和發(fā)電量指標特征水位（正常蓄水位或死水位要求確定所需興利庫容及水庫蓄泄過程；b.設計枯水年法計算:即根據(jù)長系列資料繪制枯水期水量或調(diào)節(jié)流量保證（3）興利調(diào)節(jié)計算：死庫容（死水位）的確定、興利調(diào)節(jié)計算方法、成（4）水能分析：各種參數(shù)的選擇和確定，水電站動能指標的計算，水電（5）調(diào)洪計算：泄流方案的擬定，起調(diào)水位的選擇，調(diào)洪計算方法、成（4）葉守澤主編.水文水利計算.水利電力出版社.1992劉光文.水文分第二部分課程設計任務書xx流域面積23385km2，至今不連續(xù)的59年徑流、泥沙系列。下游有省水文總站設立的xx、黃委會設立的xx，它們分別設1946年以后的徑流泥沙整編成果。咸陽站控制流域面積37006km2，有1934~2001年不連續(xù)的68年徑流泥沙系列。xx水電站是一個低壩引水式的發(fā)電站，壩址設計洪水標準為30年一遇，η水為0.94；發(fā)電機效率η電為0.92。實測站址處的橫斷面如圖1，該河段的縱年份月平均流量Q（m3/s）年平均流量Q2月4月31.834.344.0102.681.336.0144.1203.0193.979.763.133.287.328.038.840.744.041.3118.5272.2126.298.943.925.974.623.530.531.625.543.9129.3404.7212.9363.7173.3123.979.1136.820.020.125.843.539.490.579.3112.746.497.459.137.756.040.340.174.090.536.349.6128.1224.1129.770.033.177.624.226.342.546.0156.5116.8206.779.3253.079.797.529.496.526.522.625.822.955.868.741.9283.8163.1137.375.530.479.528.932.355.7143.881.281.774.1139.1139.0105.652.639.581.123.832.836.849.40.00.00.0145.8470.1161.885.148.887.937.535.446.153.037.350.875.980.870.0111.353.220.255.922.127.346.241.521.783.049.5182.664.847.721.652.323.440.771.1180.178.7131.4177.767.946.139.421.874.620.126.422.728.040.1108.935.363.848.855.423.940.821.021.335.259.866.979.983.3273.0263.7146.064.934.895.827.444.947.539.541.240.9110.296.9165.6120.945.229.167.422.024.326.255.530.3295.9171.7192.175.763.032.921.084.221.422.034.141.4153.380.1152.143.038.926.421.654.520.625.128.0111.0285.8104.7125.272.231.671.220.924.341.834.750.643.6153.5272.1128.672.250.421.676.221.326.424.528.836.8178.968.282.048.222.147.746.273.774.687.2165.3117.0128.5356.2148.573.3109.048.655.550.635.325.930.6161.5104.7140.9191.7110.665.385.132.234.947.150.3142.8128.783.076.8186.487.076.545.482.631.731.398.5160.0216.6126.5203.4142.3350.7283.3131.275.1154.257.158.357.8123.7109.063.5163.744.137.656.545.622.870.020.627.025.825.836.2218.2107.0434.0151.183.047.499.2年份月平均流量Q（m3/s）年平均流量Q2月4月38.241.471.7126.3230.8152.3190.6139.0359.6259.1144.065.6151.542.355.885.591.083.340.799.3204.5414.5214.8122.977.6127.752.660.571.387.473.028.578.178.366.770.437.220.260.421.830.235.879.4112.779.0114.8292.7251.5138.764.140.9105.133.536.044.349.246.762.161.436.944.030.040.120.320.635.748.438.441.555.123.437.322.99.630.750.074.047.446.0298.4135.3165.147.120.577.420.229.942.764.323.720.922.795.7124.060.325.445.720.325.035.921.475.240.2102.274.5270.4282.9139.060.595.638.541.646.675.753.269.646.5369.6315.1117.156.438.4105.723.934.742.053.899.752.2264.356.359.141.648.921.666.529.631.768.3254.185.7207.0108.563.034.378.126.429.629.724.3160.0147.9136.584.138.923.460.220.824.837.130.840.364.6193.7132.3101.264.534.220.063.723.524.332.341.7165.6286.7382.095.159.333.298.328.932.556.088.379.832.745.1100.741.328.547.023.199.099.684.057.0139.7196.7212.574.637.587.928.430.336.941.963.5157.7273.8261.7222.6134.873.840.1113.835.748.940.848.082.679.070.7133.4302.8135.081.938.691.532.036.539.630.844.5107.3192.947.042.125.920.221.453.433.342.6133.677.327.924.621.037.029.846.760.260.6154.2208.563.395.244.723.568.024.123.441.483.755.961.862.075.673.850.443.522.851.521.324.060.857.8124.143.7136.8123.0173.3116.663.732.081.425.927.941.741.980.6109.031.133.339.624.540.120.731.778.098.3241.0125.2135.063.228.871.827.031.347.141.149.571.3200.579.264.975.040.562.220.838.354.021.356.870.028.128.232.522.234.020.426.764.131.524.54.721.13.39.09.722.253.240.845.440.825.620.39.224.29.524.53.56.427.18.08.09.59.357.273.872.134.231.130.28.76.43.834.848.4120.940.954.232.420009.28.340.352.930.296.327.227.920018.29.99.924.089.858.332.524.7年份洪峰流量年份洪峰流量年份洪峰流量年份洪峰流量36703652000892384484086650023708102760848335267053524203082830242043042002713788404048402280200085082290096850303300725361站名 Qm 3/s)CV不同頻率洪峰流量QP(m3/s)0.10.20.512xx0.902.511260101008600743063001972年xxxx治理規(guī)劃xx村0.92.51083097208250714060401996年xx峽加閘加壩設計成果0.83.511627103408670744062101991年“xx市實用水文手冊”0.84.01030090007450635052001958年xx峽引渭工程設計成果34700.532133001225010790970086701988年黃委會渭洛河治理規(guī)劃736高程（m高程（m）732730728726724722720718路邊路邊右岸左最低點距離圖1水電站尾水處河道橫斷面圖有冰川336條，冰川面積259.64km2，冰川儲量123.904億m3，雪線高度4800m，高程5620m，沿河道有xx、xx等較大支流匯入，山地植被較好。河流自東南流向西北于xx城東南約6km的xx流出山口，經(jīng)過xx城向西北，至xx東山附近的xx水庫折向北，引入xx城區(qū)及xx灌區(qū)等地，消失于耕降水易形成徑流，上游山區(qū)為徑流形成區(qū)，xx以上峽谷河段平均比降約11.8區(qū)綠洲，灌區(qū)土質(zhì)肥沃，渠系縱橫，良田阡陌，氣候適宜耕種，均不能形成地表徑流，河川徑流以地下潛流溢出補給和冰川融素；氣象部門設立的有xx氣象站、xx氣象站和xx氣象站；xxxx水文站只有級水電站最近，公路里程約16km，觀測資料完整，最能流域內(nèi)年降水量在空間分布上為南多北少，降水量隨著海增大。受地形影響，上游山區(qū)降水多，下游灌溉平原區(qū)降水少溫高，年平均氣溫隨海拔高度增加而降低。蒸發(fā)與氣溫的分布特均降水量140.8mm，最大年降雨量247.3mm，最小年降雨最大蒸發(fā)量1133.8mm，多年最小蒸發(fā)量998.6mm，風向多為西北風，但在山區(qū)受地形影響較大，一般順著河谷的方站、xx水庫站現(xiàn)屬xx水文水資源勘測局管轄。兩站均為國家基本水文站，資河名水位、流量站和水文站之間無徑流匯入和引出，區(qū)間水流量損耗主要為蒸不足流量的1%，流域面積相差1.2%，可以實測徑流系列資料作為電站徑流資料計算出力。xxxx水文站為國家基本水文徑流資料，資料精度較高，系列較長，系列完整，可風影響，時有局地暴雨發(fā)生，大面積暴雨較少發(fā)生。暴雨歷時一天，暴雨出現(xiàn)時間多在6～9月間。xx的汛期有春汛和夏汛。春汛一般出現(xiàn)在3～4月間，高量大，峰現(xiàn)時間很短。xx站實測洪水系列較長，實測最大流量259m3/s，發(fā)面積的1.2%，故可以直接利用xx水文站實測洪峰流量系列資料計算洪水作為表3xxxx站洪峰流量表年份流量(m3/s)年份流量(m3/s)年份流量(m3/s)64235.371.923125983.260.825.943.575.347.185.260.742.451.125368.531.7200062.860.7200192.982.888.820029796.33876.627.677.475.285.562前已述及，xx站具有1965～2002年實測資料，其中有些年份水補給較多，與xx水庫站同期洪峰相比，xx站枯季均值為7.38m3/s，較面積期、6～9月汛期和10月汛后過渡期四期。采用不跨壩址河段處于河道順直段，水行于深槽峽谷間，縱比降較大，水流湍急。壩址兩側(cè)岸壁均為戈壁膠結(jié)層，左岸為陡坡，右岸有灘地，河床由左岸為較為平坦戈壁石灘，組成河床的塊石粒徑比壩址河段首處，兩岸皆為陡崖，河道微彎，河床石塊粒徑介于壩采用實測的縱橫斷面及同時水面線，參考大比例尺地形圖上水計算比降、斷面面積和水力半徑，根據(jù)河床及岸壁情況bhIQHvη00124691體無明顯的熱調(diào)節(jié)作用，但冰期堰前會有明顯雍水現(xiàn)象，將會造成水面封凍等冰情現(xiàn)象發(fā)生。堰前水面比降較天然河道為小水流流速文站冰情觀測資料分析，大部分年份冰期該河段會現(xiàn)出封凍現(xiàn)象。修建引水渠首后，水面比降顯著減小，斷面過水面積明顯增大，水少了下游河道封凍前的河道流冰量；而開河（解凍）則為先下游、在開河期雖然流冰密度不高，但由于渠首溢流堰較河道窄，必須采取必要的排冰措施。利用壩頂自由溢流壩，將開河期流到堰前前池水深5m，冰期堰前會有雍水現(xiàn)象，將會造成水面封凍等冰情現(xiàn)象發(fā)生。水面比降較天然河道為小，水流流速亦小。因此，冰期將會有冰蓋形成，冬季電站運行須注意排冰，確保壓力管道正常流泥沙含量基本穩(wěn)定，可以直接采用xx水文站實測泥沙資料推算質(zhì)輸沙量69.01萬t，站址以上流域侵蝕模數(shù)為48泥沙主要來源于降雨對地表的沖刷。降雨多發(fā)生于汛期，因此河道xx第B級水電站采用xx水文站侵蝕模數(shù)推算得電站引水渠首月56789年xxxx水文站沒有的推移質(zhì)泥沙測驗資料，對于推移質(zhì)泥沙測驗資料缺乏的地區(qū)及河道常采用推懸比的方法估算推移質(zhì)輸沙量，山區(qū)性河道推懸比一般為0.15～0.3；據(jù)《xxxx流域水資源綜合利析，建議推移質(zhì)輸沙量設計中按20%估算，經(jīng)估算推移質(zhì)輸沙量采冰溝水文站有多年懸移質(zhì)泥沙顆粒級配資料，兩條河流均發(fā)源于xx系冰川雪山區(qū)，水文地質(zhì)條件相似，成沙原理相同，均為冰川雪山凍融洪水和暴雨洪水攜帶泥沙，可以用冰溝水文站懸移質(zhì)泥沙顆粒級配作為電站渠首懸移質(zhì)泥沙顆粒級配參考資料，根據(jù)冰溝水文站懸移質(zhì)泥沙顆粒級配資料分析統(tǒng)計，懸移質(zhì)泥沙中值粒徑為4．電站的水能分析計算（采用三個代表年法日平均出力~頻率（歷時）曲線、出力～多年平均發(fā)電量關(guān)系曲線、裝機～裝機某河是xx南岸較大的一級支流，發(fā)源于xx北麓太白山區(qū)，流域面積好，水流清澈，水質(zhì)優(yōu)良。該河干流上有一水擬在該河干流上修建一水庫，其壩址位于水文站上游1.5公里處，控制流根據(jù)該灌區(qū)的作物組成和灌溉制度，分析計算的灌區(qū)不同頻象資料和地質(zhì)資料，水庫月蒸發(fā)量和滲漏量分別按當月水庫蓄水量的2%和水庫在汛期輸水洞按其輸水能力泄洪，輸水洞進口高程為722m，內(nèi)徑為＋h浪，設+△1＋h浪，校+△2設計條件下的設計風速取多年平均最大風速的1.5倍，校核條件下的設計永久性擋水建筑物安全加高（m）表1某水文站歷年逐月平均流量表單位：m3/s年份月平均流量Q（m3/s）2.802.542.568.4619.394.5227.3714.2158.5732.8112.604.9915.903.192.904.2921.2335.2117.4439.6677.3140.3212.809.104.6622.343.653.455.147.4420.8420.9928.599.9910.478.567.322.4210.746.9520.7725.0518.8528.5135.0143.7123.318.765.6818.382.362.695.219.7610.0511.3229.5816.5169.2615.467.695.1915.422.782.212.6717.5213.0967.5229.4047.7915.4010.334.363.0518.012.352.083.0919.0429.7525.3749.555.147.263.306.402.8913.022.5315.2820.5613.9040.4974.9421.3321.0210.173.8518.952.206.278.6321.859.7313.7215.6812.814.425.898.762.128.298.313.2816.8733.7022.2219.176.052.2810.402.9718.2119.2931.2336.6217.8015.5836.459.683.8816.222.432.182.217.589.614.8147.0321.4015.6122.096.4411.900.190.1812.2443.983.8021.968.6539.896.353.110.1411.870.080.080.8844.3430.4714.6118.445.3473.2538.315.960.9019.390.100.100.3717.1716.649.2821.692.787.238.700.870.097.090.060.063.176.194.0419.4210.8532.562.750.280.116.790.040.043.5414.7929.825.3119.022.8721.778.730.900.128.910.110.1212.4315.660.866.755.7457.8614.962.9210.092.302.025.4322.028.872.723.916.4022.8010.244.042.157.7418.1627.0617.8712.6713.4434.2318.205.422.8112.8912.1217.9311.0125.427.456.1012.735.982.178.863.7113.6117.4812.9925.7714.1020.743.633.7510.0615.2320.246.0811.2912.8518.692.194.642.038.123.1610.8024.759.865.779.1737.8224.996.743.5111.612.032.008.9014.8510.3726.2611.5954.2147.0212.466.0816.463.723.053.9715.8217.2513.818.6851.0711.546.344.932.4211.882.0812.8714.965.2121.176.307.464.596.672.057.24續(xù)表1年份平均9.5220.3911.9844.117.0640.0213.035.442.0713.102.8911.358.738.5727.738.8114.086.342.597.9616.5626.9825.1935.2418.7931.098.574.902.6114.532.8510.696.967.2751.3191.2563.3815.9016.593.1022.732.184.2814.1117.448.1418.6427.1838.0212.446.203.6512.852.452.042.1714.3637.0423.3249.7818.2742.2247.0115.906.1521.732.692.526.6816.9536.9551.0113.9446.1515.364.833.0116.822.302.123.169.9416.849.9317.163.8332.3213.493.399.696.0721.8619.7032.304.7621.614.912.413.9510.1713.0327.1232.6635.4023.697.504.865.012.3812.950.8110.7822.14