水文水利計算課程設(shè)計

歡迎閱讀本文檔，希望本文檔能對您有所幫助!歡迎閱讀本文檔，希望本文檔能對您有所幫助!感謝閱讀本文檔，希望本文檔能對您有所幫助!感謝閱讀本文檔，希望本文檔能對您有所幫助!歡迎閱讀本文檔，希望本文檔能對您有所幫助!感謝閱讀本文檔，希望本文檔能對您有所幫助!石河子大學(xué)農(nóng)業(yè)水利工程專業(yè)《水文學(xué)及水利計算》課程設(shè)計班級：10級農(nóng)水四班姓名：倪顯鋒學(xué)號：2010510188指導(dǎo)老師：劉兵設(shè)計成績：水利建筑工程學(xué)院2012年6月30日——目錄任務(wù)書-------------------------------------------------------------第3頁（2）設(shè)計來水過程計算------------------------------------------------第6頁（3）設(shè)計用水過程計算------------------------------------------------第18頁（4）不計損失興利調(diào)節(jié)計算------------------------------------------第20頁（5）計入損失興利調(diào)節(jié)計算------------------------------------------第22頁（6）設(shè)計洪水過程計算------------------------------------------------第27頁（7）調(diào)洪計算------------------------------------------------------------第34頁（8）課程設(shè)計心得------------------------------------------------------第36頁一任務(wù)書目的課程設(shè)計是培養(yǎng)學(xué)生運(yùn)用所學(xué)理論知識解決實(shí)際問題的重要環(huán)節(jié)。主要目的在于：較系統(tǒng)的復(fù)習(xí)、鞏固所學(xué)理論，聯(lián)系實(shí)際、解決生產(chǎn)的問題；使學(xué)生初步了解和掌握設(shè)計工作的內(nèi)容、方法和步驟；培養(yǎng)學(xué)生分析問題、解決問題的能力。選題本課程為：安集海灌區(qū)引、蓄水工程規(guī)劃設(shè)計中的水文水利計算。資料位置安集海灌區(qū)位于新疆維吾爾自治區(qū)沙灣縣境內(nèi)的西部，距沙灣縣城約20公里。處于準(zhǔn)葛爾盆地南緣，天山北坡的八音溝河沖積扇和沖積平原上。（二）水源及水文水源主要水源是八音溝河，其次春季有部分融雪水。水文資料=1\*GB3①八音溝發(fā)源于天山山系中部的伊乃爾卡山的北坡。全長約100-120公里，河川徑流主要為高山冰雪補(bǔ)給，山區(qū)暴雨對洪水的形成起重要作用。黑山頭水文站為基本測站，建于1954年，為準(zhǔn)備渠首上移，于1966年在頭道溝設(shè)專用測站，至1971年撤消，測站位置見八音溝示意圖。=2\*GB3②黑山頭站集水面積1688Km3，河床縱坡比約1/70，河床寬約300m左右。兩岸為40-60m的砂卵石沉積層懸崖，在測站附近建的渠首將報廢。黑山頭站至安大橋約15Km，河床縱坡比約1/70-1/100，河床寬約1000安大橋至水庫附近河道長約12Km黑山頭站歷史逐年平均流量如表1；黑山頭站懸移質(zhì)含沙量如表2；黑山頭站推移質(zhì)輸沙率如表3；黑山頭站最大流量和最小流量如表4。=3\*GB3③頭道溝水文站在黑山頭站上游約15Km處，集水面積約為1500Km2。頭道溝站歷年逐月平均流量如表5；頭道溝站推移質(zhì)輸沙率如表6；頭道溝站懸移質(zhì)輸沙率如表7。（三）氣象由安集海氣象站觀測資料獲取。1、歷年逐月平均降水量如表8；2、歷年逐月蒸發(fā)量如表9。（四）作物種植比例、灌溉制度及可耕地1、鄉(xiāng)鎮(zhèn)、團(tuán)場種植比例如表10和表11；2、作物灌溉制度如表12；3、可耕地：鄉(xiāng)鎮(zhèn)擬6萬畝，團(tuán)場43萬畝。（五）安集海水庫水位~面積~庫容關(guān)系如表13。（六）其他1、年徑流量統(tǒng)計參數(shù)比較如表14；2、洪峰、洪量頻率計算成果統(tǒng)計如表15。任務(wù)一．為進(jìn)一步發(fā)展農(nóng)牧業(yè)，生產(chǎn)更多的農(nóng)牧產(chǎn)品，更好地促進(jìn)烏魯木齊、石河子、奎屯、克拉瑪依等大中城市的工業(yè)發(fā)展，繁榮城鄉(xiāng)經(jīng)濟(jì)，需建引、蓄水工程。由于原黑山頭渠首因淤積嚴(yán)重，擬在頭道溝建新渠首，下游黑山頭渠首作為沖沙水回收渠首。頭道溝至黑山頭引水渠線長18Km，黑山頭至灌區(qū)附近的總分水閘，引水渠線長17.4Km，設(shè)計流量為60m3/s?？偡炙l閘前水位定為614.40m，總分水閘向東分水出冬夏引水渠，設(shè)計流量為20m3/s。水庫為貫注式平原水庫，設(shè)東、西兩座泄水閘，西泄水閘考慮水庫防洪保壩，設(shè)計流量為30m二．為確定引、蓄水工程的規(guī)模、尺寸，需求出兩種灌溉保證率情況下的設(shè)計年徑流來水過程；確定頭道溝渠首的引水流量；計算兩種灌溉面積情況下的用水過程；進(jìn)行水庫興利調(diào)節(jié)計算，求出所需要的庫容。三．為保證大壩安全，求出設(shè)計保準(zhǔn)和校核標(biāo)準(zhǔn)情況的設(shè)計洪水過程，進(jìn)行調(diào)洪演算，求出設(shè)計調(diào)洪庫容和下泄流量過程，最高洪水位。二設(shè)計來水過程為提高資料的代表性。先利用黑山頭站的資料將頭道溝站的歷年逐月平均流量展延（訊期6，7，8，9月回歸分析，其他月給出）表16月黑山頭站與頭道溝站月均流量相關(guān)計算表年份黑山頭站月均流量X(m/s)頭道溝站月均流量Y(m/s)KKK-1K-1(K-1)(K-1)(K-1)(K-1)196615.9000.95517.9000.982-0.045-0.0180.0020.0000.001196722.8001.37023.4001.2830.3700.2830.1370.0800.105196817.7001.06319.2001.0530.0630.0530.0040.0030.003196922.4001.34625.2001.3820.3460.3820.1200.1460.132197011.2000.67311.3000.620-0.327-0.3800.1070.1450.12419719.8700.59312.4000.680-0.407-0.3200.1660.1020.130平均值16.64518.233求和99.870109.4000.0000.0000.5350.4760.496均值===16.645==18.233②均方差=5.445==5.628相關(guān)系數(shù)=0.982r>0.8說明黑山頭水文站汛期來水與頭道溝水文站汛期來水相關(guān)密切回歸系數(shù)R=r=0.98=1.0151y倚x的線性回歸方程=x+1.588回歸直線的均方誤差S==1.067即占的5.85%。小于15%由六月份的計算七、八、九月的流量相同，得到：6月的相關(guān)方程：y=+1.5887月的相關(guān)方程：y=1.012+2.168月的相關(guān)方程：y=1.100-1.2619月的相關(guān)方程：y=1.253-1.163其余月份按回歸方程計算，其中十、十一月的月流量相關(guān)系數(shù)r>0.8，得相關(guān)方程10月的相關(guān)方程：y=1.585-1.411月的相關(guān)方程：y=1.603-0.55十二月至五月的月流量相關(guān)系數(shù)r<0.8，通過做相關(guān)曲線得相關(guān)方程1月的相關(guān)方程y=-4.3146+14.73-9.7142月的相關(guān)方程y=27.135-134.42+218.86-114.343月的相關(guān)方程y==-54.536+203.22-186.534月的相關(guān)方程y=-24.915+146.58-283.76+183.375月的相關(guān)方程y=0.09+0.346+2.2根據(jù)相關(guān)方程，計算出各月流量，進(jìn)行展延：表2頭道溝站訊期平均流量展延成果表頭道溝年月789101112123456195422.70433.05913.3725.8912.8161.9121.9124.7059290.6746.1362.55211.788195535.86031.84911.8689.4264.2113.4363.4362.2986111.82013.9392.65017.7881027635.8099.9895.7333.6183.2523.2522.4338042.4102.9203.54512.78810.33314195726.14430.96910.9915.7333.7783.3483.3483.0967542.6333.2172.66618.88810.79373195837.07448.78919.2618.5864.5962.9442.9443.0181122.7847.7592.80115.8889.679805195951.34333.05923.64610.5037.4013.2393.2392.8508661.7666.3603.77415.78812.91882196037.78229.75917.1316.8424.3073.5343.5349.0908212.7864.2614.28516.28814.11978196128.47225.13916.1285.6693.6343.2493.2492.326762.3142.1624.83716.38810.88605196244.46250.98921.0157.6355.2373.2033.2033.07762.42512.5578.02324.28811.32202196335.35439.10911.3425.1624.3713.1573.1573.641742.5365.8983.85018.1881474648.78911.8686.3194.8204.7544.7543.1137382.6473.0774.05321.68811.4856196542.84233.49912.4956.4144.3712.1922.1922.6551392.7584.4784.03518.28812.1419196633.00045.20022.2008.0104.6204.1802.7202.642.7502.4302.70017.90011.07947196733.00029.0007.3504.8203.0202.6703.3803.362.9502.8007.27023.40013.36417196836.60028.6008.9605.0603.4002.3602.0302.232.1302.0204.15019.2009.301667196942.60040.10012.5005.9303.4303.3301.2101.682.4102.9806.08025.20010.37833197041.80028.90018.9006.9803.8502.3902.8002.562.5403.1705.21011.30011.28917197138.80033.60015.3006.9704.4702.8902.0002.422.6903.2703.93012.40010.79417197230.19239.10912.2446.7154.9802.1922.1922.5787992.7842.5227.03023.68811.9022197336.66926.89915.5026.2714.2113.3823.3822.5338032.2762.6303.92015.98810.51355197447.49834.5998.8115.7014.0833.3003.3002.6525211.9721.60110.18120.18811.06915197528.77632.94911.2544.9563.6023.2183.2182.7143621.6693.7052.90413.68810.99079197632.11523.37911.0045.6533.7622.9892.9892.4542390.3092.8505.82717.0889.689325197726.75229.64918.1337.0163.6343.3393.3392.3890550.7835.4572.84321.1889.575073197842.33630.7499.7015.8913.3293.6903.6901.7475861.4958.0634.57926.98811.25717197930.39540.3199.7134.5912.7522.9202.9202.6008182.2063.5723.24421.18810.95229198033.93730.41916.0036.5254.3713.3813.3812.3071942.6853.20312.44314.88810.79985198143.45028.98910.0015.3523.3453.3823.3822.683370.2232.8349.67521.48811.24343198236.97329.86910.3775.8913.4252.8902.8902.3394022.7582.48915.00122.78811.898692．根據(jù)表2，3，4，將第一年7月到第二年6劃分為1個水利年度，對1954-1978年的平均流量進(jìn)行頻率計算表3頭道溝站平均流量頻率計算表資料經(jīng)驗(yàn)頻率及統(tǒng)計參數(shù)的計算序號年份平均流量x（m/s）從大到小排列xi（m/s）模比系數(shù)KiKi-1（Ki-1）^2P=11954-195510.1404814.150881.2615780.2615780.0684230.03448321955-195610.3331414.119781.2588050.2588050.066980.06896631956-195710.7937313.364171.1914410.1914410.036650.10344841957-19589.67980512.918821.1517370.1517370.0230240195912.9188212.14191.0824740.0824740.0068020196014.1197811.90221.0611040.0611040.0037340.20689771960-196110.8860511.898691.0607910.0607910.0036960.24137981961-196211.3220211.48561.0239630.0239630.0005740.27586291962-196314.1508811.322021.009380.009388.79766E-050.310345101963-196411.485611.289171.0064510.0064514.16112E-050.344828111964-196512.141911.257171.0035980.0035981.29474E-050.37931121965-196611.0794711.243431.0023730.0023735.63238E-060.413793131966-196713.3641711.079470.987756-0.012240.000150.448276141967-19689.30166711.069150.986836-0.013160.0001730.482759151968-196910.3783310.990790.97985-0.020150.0004060.517241161969-197011.2891710.952290.976418-0.023580.0005560.551724171970-197110.7941710.886050.970512-0.029490.000870.586207181971-197211.902210.799850.962828-0.037170.0013820.62069191972-197310.5135510.794170.96232-0.037680.001420.655172201973-197411.0691510.793730.962282-0.037720.0014230.689655211974-197510.9907910.513550.937303-0.06270.0039310.724138221975-19769.68932510.378330.925248-0.074750.0055880.758621231976-19779.57507310.333140.921219-0.078780.0062060.793103241977-197811.2571710.140480.904043-0.095960.0092080.827586251978-197910.952299.6893250.863822-0.136180.0185450.862069261979-198010.799859.6798050.862973-0.137030.0187760.896552271980-198111.243439.5750730.853636-0.146360.0214220.931034281981-198211.898699.3016670.829261-0.170740.0291520.965517總計314.0707314.0707280.00000.329237均值11.21681根據(jù)表3進(jìn)行配線選定Cv=0.1，Cs=4Cv=0.4進(jìn)行配線，發(fā)現(xiàn)頻率曲線的中段與經(jīng)驗(yàn)頻率點(diǎn)據(jù)配合完好，但頭部和尾部偏低。改變參數(shù)，選定Cv=0.1，Cs=6Cv=0.6進(jìn)行配線，頭部和尾部偏高。再次改變參數(shù)，選定Cv=0.1，Cs=5Cv=0.5進(jìn)行配線，配合完好。表4頻率曲線選配計算表頻率（%）第一次配線=11.217Cv=0.1，Cs=4Cv=0.4第二次配線=11.217Cv=0.1，Cs=6Cv=0.6第三次配線=11.217Cv=0.1，Cs=5Cv=0.5φpKxφpKxφpKx12.621.26214.155852.751.27514.301682.681.26814.2231651.751.17513.179981.81.1813.236061.771.17713.20241101.321.13212.697641.331.13312.708861.321.13212.69764200.821.08212.136790.81.0812.114360.811.08112.1255850-0.070.99311.13848-0.10.9911.10483-0.080.99211.1272675-0.710.92910.42059-0.720.92810.40938-0.710.92910.4205990-1.230.8779.837309-1.20.889.87096-1.220.8789.84852695-1.520.8489.512016-1.450.8559.590535-1.490.8519.54566799-2.030.7978.939949-1.880.8129.108204-1.960.8049.018468圖1第一次配線圖2第二次配線圖3第三次配線3.為確定設(shè)計年徑流量的年內(nèi)分配，選取設(shè)計保證率為75%的年徑流為代表年，查頻率曲線可得P=75%是所對應(yīng)的平均流量是10.50m/s。結(jié)合枯水年保證率，根據(jù)代表年的選取原則選取1967-1968水利年度為代表年，其平均流量為9.3m/s縮放比：K===1.129表5代表年（1967-1968）年徑流量同倍比縮放表月年789101112123456縮放前33297.354.823.022.672.032.232.132.024.1519.2縮放后37.2532.748.295.443.403.012.292.512.402.284.6821.67三設(shè)計用水過程計算擬訂鄉(xiāng)鎮(zhèn)灌溉面積10萬畝，團(tuán)場灌溉面積38萬畝。表6安集海鄉(xiāng)近年作物種植比列作物小麥棉花甜菜玉米油菜瓜菜苜蓿其他種植比列23.16.415.426.75.42.66.414.3作物面積1.3860.3840.9241.6020.3240.1560.3840.858表7安集海灌區(qū)規(guī)劃農(nóng)場的作物種植比列作物小麥棉花甜菜玉米油菜瓜菜苜蓿其他種植比列（%）27.517.57.517.54.4612.57.5100.4作物面積11.8257.5253.2257.5251.8922.585.3753.22543.172表8安集海灌區(qū)農(nóng)作物面積及各月用水量面積（萬畝）7月8月9月10月11月4月5月6月小麥12.7600708003012080棉花7.291406000060060甜菜4.39801406000402060玉米4.391406000041.2518.7560油菜2.2121406000800060瓜菜2.5413070600034.37565.62550苜蓿5.39808040400000其他4.2812010060000060各月用水總量3571.082485.121781.41236.4176.961264.218682501.522.河道沖沙用水本次設(shè)計由于資料不足等原因，沖沙用水以推移質(zhì)泥沙計算，沙水比為1：50。表9頭道溝站推移質(zhì)輸沙率項(xiàng)目年月平均輸沙率（公斤/秒）平均輸沙率（公斤/秒）輸沙量（萬噸）最大日平均輸沙率5月6月7月8月9月公斤/秒日/月1966018.444.264.918.112.338.612812/8196722143.734.51.7078.327.111824/719680.0514.746.941.41.669.162913915/819691.0624.439.7336.488.7927.897.925/619703.738.8945.422.28.27.4623.614025/7197105.2635.332.53.835.6617.88023/7①河流月平均輸沙率：；②河流月平均輸沙率：；式中:t------河流月輸沙時間，以秒記，t=30.4×24×3600=2626560s;r------泥沙顆粒的干容重，取：r=2-2.2噸/m3，即r=2.1噸/m3;③河流月平均沖沙水量計算：=×50計算結(jié)果列入表10中表10沖沙用水計算結(jié)果表月份項(xiàng)目5月6月7月8月9月10月月平均輸沙率（kg/s）1.1415.4442.5338.086.500月平均輸沙量（萬m3）0.141.935.324.760.810月平均沖沙水量（萬m3）796.526623840.50四不計損失興利調(diào)節(jié)計算1．設(shè)計保證率P=75%，灌溉面積為鄉(xiāng)團(tuán)48萬畝，典型年為1967-1968年，不計損失計算結(jié)果見表11。①月徑流量Q：參見表2②月徑流水量W:W=大河來沙，渠首沖沙及沖沙用水見表11該表中興利調(diào)節(jié)為二次運(yùn)用，興利庫容為：V=1608.08+1627.56=3235.64萬m確定死庫容：V=T=757.02萬m泥沙容重r=1.1~1.5t/m3表11安集海水庫興利年調(diào)節(jié)計算表(不計損失)（鄉(xiāng)團(tuán)灌溉面積48萬畝，保證率為75%）典型年為67~68年月份大河來水大河來沙（萬m3）頭道溝渠首黑山頭渠首干渠總引水（萬m3）水庫調(diào)節(jié)計算（萬m3）月徑流Q(m3/s)月徑流W(萬m3)沖沙（萬m3）沖沙用水（萬m3）渠首引水（萬m3）河道損失（萬m3）來水量（萬m3）渠首引水（萬m3）沖沙用水（萬m3）大河入庫團(tuán)場40萬畝；鄉(xiāng)鎮(zhèn)8萬畝灌溉用水量干渠入庫水量水庫泄水量月末庫存水量棄水123456789101112131415161718737.39783.96.36.0299.39484.759.9239.471.8167.69556.533.54761.44795.12348.22480.4832.78599.46.16.7333.58265.966.7266.880.0186.78345.937.33313.55032.42348.25069.898.32177.40.90.630.02147.56.024.07.216.82154.73.42375.2220.52130.1105.41428.80.01428.81428.81648.5219.71911.3113.4893.0893.0893.0235.9657.12348.2220.2123.0790.6790.6790.6790.62348.2790.612.3601.5601.5601.5601.52348.2601.522.5659.3659.3659.3659.32348.2659.332.4630.4630.4630.4300.0630.42348.2630.442.3598.9598.9598.91685.61086.71261.454.71229.20.01229.21229.22490.71261.40.0621.75691.81.45691.85691.83335.42356.4注：（3）=（2）×30.4×86400/10000；將5、6月份的泥沙分配于7、8月份大水時進(jìn)行沖沙。（6）=（5）×500（7）=（3）-（6）；（8）=（6）×20%；（9）=（6）-（8）；（10）=（9）×30%；（11）=（9）-（10）；（12）=（7）+（10）單獨(dú)3月份融雪300萬m3;（13）=(11)×20%;(14）=灌溉用水;(15)=(12)-(14)；（17）=（13）+（15）-（16）未考慮死庫容五計入損失興利調(diào)節(jié)計算表12安集海水庫水位～面積～容積關(guān)系表水位（米）面積（萬米2）容積（萬米3）452.0//2.50.310.163.03.351.833.59.184.624.024.8018.824.560.2048.925.093.9095.875.5113.50152.626.0135.00220.126.5165.00302.627.0204.60404.927.5248.50529.178.0296.50677.428.5359.50857.179.0430.001072.179.5499.001321.67460.0573.001608.170.5642.501929.421.0706.002282.421.5772.002668.422.0833.003084.922.5889.003529.423.0942.004000.423.5989.004494.924.01033.005011.42464.51077.005549.92確定蒸發(fā)損失E=(ZK-X)A式中：E——蒸發(fā)損失Z——各月多年平均睡眠蒸發(fā)器讀數(shù)X——各月多年平均降雨量A——月平均水面面積20mm蒸發(fā)皿折損系數(shù)Kw值月份123456789101112Kw0.640.570.570.460.530.570.590.660.750.740.890.82.設(shè)計保證率P=75%，鄉(xiāng)團(tuán)灌溉面積52萬畝，典型年為1967-1968年，計入損失計算見表13。該水庫為二次運(yùn)用，興利庫容為：V=1683.47+1701.09=3584.56萬m查水位-面積-容積曲線得到月平均水位面積蒸發(fā)損失由數(shù)據(jù)代入公式可得V=V+V=757.02+3584.56=4341.57萬m表13安集海水庫興利年調(diào)節(jié)計算表(計損失)（鄉(xiāng)團(tuán)灌溉面積54萬畝，保證率為75%）典型年為67~68年月份來水量W來用水量W用W來-W用月末水庫蓄水量月平均蓄水量月平均水面面積損失水量供水量=用水量+總損失量W來-W供水庫蓄水量水庫泄水量蒸發(fā)滲漏總損失量余水量虧水量余水量虧水量標(biāo)準(zhǔn)mm蒸發(fā)量標(biāo)準(zhǔn)mm滲漏量1.002.003.004.005.006.007.008.009.0010.0011.0012.0013.0014.0015.0016.0017.0018.00529.407.009442.504761.444681.061703.48573.3849.4928.38當(dāng)月水量的1%17.0345.414806.854635.652952.971682.682877.578.008219.203313.494905.712877.57820.4861.4450.4128.7879.193392.684826.522952.974826.522877.579.002143.202375.20232.002761.57800.3662.5550.0627.6277.682452.88309.682643.292645.5710.001428.801648.53219.732761.57800.3625.7820.6327.6248.251696.78267.982375.302877.5711.00893.00235.95657.052877.57820.480.000.0028.7828.78264.72628.282952.9750.612877.5712.00790.60790.602877.57820.480.000.0028.7828.7828.78761.822952.97761.822877.571.00601.50601.502877.57820.480.000.0028.7828.7828.78572.722952.97572.722877.572.00659.30659.302877.57820.480.000.0028.7828.7828.78630.522952.97630.522877.573.00630.40630.402877.57820.482.502.0528.7830.8330.83599.572952.97599.572877.574.00598.901685.601086.702334.22718.1220.1814.4923.3437.831723.431124.531828.431790.875.001229.202490.671261.471160.13426.3660.9025.9611.6037.572528.231299.03529.40529.406.005691.803335.362356.44529.40229.7876.8817.675.2922.963358.322333.482423.57529.402333.48529.40注:(2)=上表中(12)+(13)；（3）=上表中（14）；萬m3六設(shè)計洪水過程計算1．資料表14巴音溝河最大、最小流量統(tǒng)計項(xiàng)目年黑山頭頭道溝最大流量最小流量最大流量最小流量m/s日/月M/s日/月m/s日/月m/s日/月195810513/80.225/1219591146/71.386/3196074.62/71.3524/3196175.829/71.1725/11196215010/71.004/5196374.931/70.986/116941153/80.758/8196512525/60.1226/12196613528/70.0619/1287.711/81.645/4196732517/70.8430/1112428/71.3428/12196867.315/80.1825/26925/71.361/119691075/70.354/191.21/70.6524/1197081.825/70.331/1294.125/71.3025/12197168.621/70.2526/1275.521/71.444/1197211610/70.2913/12197364.53/80.5629/1197479.417/70.1715/12197511519/80.3913/12197671.327/71.0931/1197786.315/70.4426/119787418/60.547/2197916822/70.6627/4198064.821/70.2031/72．洪峰洪量頻率計算表15黑山頭站最大流量頻率計算表資料經(jīng)驗(yàn)頻率及統(tǒng)計參數(shù)的計算年份最大流量x（m/s）從大到小排列x（m/s）模比系數(shù)KK-1（K-1）P=19581053253.042.044.162419591141681.570.570.3258196074.61501.400.400.160138196175.81351.260.260.0681719621501251.170.170.02921196374.91161.090.090.0082516941151151.080.080.00629019651251151.080.080.0063319661351141.070.070.0053819673251071.000042196867.31050.98-0.08046196910786.30.81-0.190.03650197081.881.80.77-0.230.053543197168.679.40.74-0.260.06858197211675.80.71-0.290.08463197364.574.90.70-0.300.09067197479.474.60.70-0.300.090711975115740.69-0.310.09675197671.371.30.67-0.330.10979197786.368.60.64-0.360.1308319787467.30.63-0.370.13788197916864.80.61-0.390864.50.60-0.400.16096總計2458.323.010.015.974由表18可以算出：==106.88m/s==0.521選定Cv=5,Cs=5Cv=25進(jìn)行配線，發(fā)現(xiàn)曲線上部與中部配合不齊。重新選定參數(shù)，取Cv=45,Cs=5Cv=22.5進(jìn)行配線，配合較好。過程如表16。表16頻率曲線選配計算表頻率P（%）第一次配線=106.88Cv=0.5，Cs=5.27Cv第一次配線=106.88Cv=0.55，Cs=5.27CvKxKx43.043253.0432581.571681.57168131.401501.40150171.261351.26135211.171251.17125251.091161.09116291.081151.08115331.081151.08115381.071141.07114421.001071.00107460.981050.98105500.8186.30.8186.3540.7781.80.7781.8580.7479.40.7479.4630.7175.80.7175.8670.7074.90.7074.9710.7074.60.7074.6750.69740.6974790.6771.30.6771.3830.6468.60.6468.6880.6367.30.6367.3920.6164.80.6164.8960.6064.50.6064.5 圖4第一次配線 圖5第二次配線計算成果的合理性分析表17洪量頻率計算的參數(shù)歷時（d）時段平均流量（m/s）C165.6127.41600.34360.2116.91470.34753.193.4113.10.34Q106由表17可知：隨著歷時的增加，洪量的均值逐漸增大，而時段平均流量則隨歷時的增加而減小。表18洪峰、洪量頻率計算成果統(tǒng)計表河名站名洪峰（洪量）均值CCP=1%P=0.1%瑪納斯河紅山嘴洪峰（m/s）335.780.3756C805.87112.1洪量（m/s）一日21.540.36C44.1557.9三日58.090.256C106.3134.18七日118.380.2256C204.79252.74金溝河紅山頭洪量（m/s）95.880.3956C239.53337.9由表18可知：由于氣候和地形條件相似，則洪峰、洪量均值自上游到下游遞增。所以，該頻率計算成果合理。4.設(shè)計洪水過程線由調(diào)洪頻率曲線圖可以查得設(shè)計洪峰表19洪峰、洪量統(tǒng)計表項(xiàng)目洪峰（m/s）洪量（m/s）一日三日七日P=0.1%的設(shè)計值509.91160441791.7P=0.1%的設(shè)計值338.88127.4350.7652.8典型過程線相應(yīng)值106105296.5558.8選擇典型洪水過程線進(jìn)行同頻率放大表20典型洪水過程線選1958.8.11-17日（（m/s））典型洪水過程時間8.118.128.138.148.158.168.17流量74.110310588.57170.247P=0.1%:K==4.81K==1.524K==1.47K==1.34P=1%:K==3.197K==1.213K==1.166K==1.156根據(jù)上述數(shù)據(jù)求得安集海洪峰、洪量、平均流量統(tǒng)計表表21安集海洪峰、洪量、平均流量統(tǒng)計表時間8.118.128.138.148.158.168.17P=1%倍比1.1561.1561.1661.2131.1661.1561.156流量85.66120.1127.37103.1982.0281.1554.33P=0.1%倍比1.341.341.471.5241.471.341.34流量99.29151.41160.02130.195.494.0762.98根據(jù)21點(diǎn)繪設(shè)計洪水過程線圖6設(shè)計洪水過程線七調(diào)洪計算1．起調(diào)水位的確定假設(shè)=+2.5=460.52．瀉洪洞面積的確定泄洪洞面積w=3.96m23.凈入庫流量Q=（）（1-40%）40%——河床滲漏損失4．的確定取86400s表22q~（v/t+q/2）輔助線計算表（t=86400）(m)V(萬)q()q/2v/tv/t+q/2460.51929.423618223.31241.314612282.4237.1918.6264.17282.77461.52668.4238.3319.17308.84328.014623084.9239.4519.73357.05376.78462.53529.4240.5320.27408.5428.774634000.4241.5820.79463.01483.8463.544