水文水利计算课程设计

欢迎阅读本文档，希望本文档能对您有所帮助!欢迎阅读本文档，希望本文档能对您有所帮助!感谢阅读本文档，希望本文档能对您有所帮助!感谢阅读本文档，希望本文档能对您有所帮助!欢迎阅读本文档，希望本文档能对您有所帮助!感谢阅读本文档，希望本文档能对您有所帮助!石河子大学农业水利工程专业《水文学及水利计算》课程设计班级：10级农水四班姓名：倪显锋学号：2010510188指导老师：刘兵设计成绩：水利建筑工程学院2012年6月30日——目录任务书-------------------------------------------------------------第3页（2）设计来水过程计算------------------------------------------------第6页（3）设计用水过程计算------------------------------------------------第18页（4）不计损失兴利调节计算------------------------------------------第20页（5）计入损失兴利调节计算------------------------------------------第22页（6）设计洪水过程计算------------------------------------------------第27页（7）调洪计算------------------------------------------------------------第34页（8）课程设计心得------------------------------------------------------第36页一任务书目的课程设计是培养学生运用所学理论知识解决实际问题的重要环节。主要目的在于：较系统的复习、巩固所学理论，联系实际、解决生产的问题；使学生初步了解和掌握设计工作的内容、方法和步骤；培养学生分析问题、解决问题的能力。选题本课程为：安集海灌区引、蓄水工程规划设计中的水文水利计算。资料位置安集海灌区位于新疆维吾尔自治区沙湾县境内的西部，距沙湾县城约20公里。处于准葛尔盆地南缘，天山北坡的八音沟河冲积扇和冲积平原上。（二）水源及水文水源主要水源是八音沟河，其次春季有部分融雪水。水文资料=1\*GB3①八音沟发源于天山山系中部的伊乃尔卡山的北坡。全长约100-120公里，河川径流主要为高山冰雪补给，山区暴雨对洪水的形成起重要作用。黑山头水文站为基本测站，建于1954年，为准备渠首上移，于1966年在头道沟设专用测站，至1971年撤消，测站位置见八音沟示意图。=2\*GB3②黑山头站集水面积1688Km3，河床纵坡比约1/70，河床宽约300m左右。两岸为40-60m的砂卵石沉积层悬崖，在测站附近建的渠首将报废。黑山头站至安大桥约15Km，河床纵坡比约1/70-1/100，河床宽约1000安大桥至水库附近河道长约12Km黑山头站历史逐年平均流量如表1；黑山头站悬移质含沙量如表2；黑山头站推移质输沙率如表3；黑山头站最大流量和最小流量如表4。=3\*GB3③头道沟水文站在黑山头站上游约15Km处，集水面积约为1500Km2。头道沟站历年逐月平均流量如表5；头道沟站推移质输沙率如表6；头道沟站悬移质输沙率如表7。（三）气象由安集海气象站观测资料获取。1、历年逐月平均降水量如表8；2、历年逐月蒸发量如表9。（四）作物种植比例、灌溉制度及可耕地1、乡镇、团场种植比例如表10和表11；2、作物灌溉制度如表12；3、可耕地：乡镇拟6万亩，团场43万亩。（五）安集海水库水位~面积~库容关系如表13。（六）其他1、年径流量统计参数比较如表14；2、洪峰、洪量频率计算成果统计如表15。任务一．为进一步发展农牧业，生产更多的农牧产品，更好地促进乌鲁木齐、石河子、奎屯、克拉玛依等大中城市的工业发展，繁荣城乡经济，需建引、蓄水工程。由于原黑山头渠首因淤积严重，拟在头道沟建新渠首，下游黑山头渠首作为冲沙水回收渠首。头道沟至黑山头引水渠线长18Km，黑山头至灌区附近的总分水闸，引水渠线长17.4Km，设计流量为60m3/s。总分水闸闸前水位定为614.40m，总分水闸向东分水出冬夏引水渠，设计流量为20m3/s。水库为贯注式平原水库，设东、西两座泄水闸，西泄水闸考虑水库防洪保坝，设计流量为30m二．为确定引、蓄水工程的规模、尺寸，需求出两种灌溉保证率情况下的设计年径流来水过程；确定头道沟渠首的引水流量；计算两种灌溉面积情况下的用水过程；进行水库兴利调节计算，求出所需要的库容。三．为保证大坝安全，求出设计保准和校核标准情况的设计洪水过程，进行调洪演算，求出设计调洪库容和下泄流量过程，最高洪水位。二设计来水过程为提高资料的代表性。先利用黑山头站的资料将头道沟站的历年逐月平均流量展延（讯期6，7，8，9月回归分析，其他月给出）表16月黑山头站与头道沟站月均流量相关计算表年份黑山头站月均流量X(m/s)头道沟站月均流量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相关系数=0.982r>0.8说明黑山头水文站汛期来水与头道沟水文站汛期来水相关密切回归系数R=r=0.98=1.0151y倚x的线性回归方程=x+1.588回归直线的均方误差S==1.067即占的5.85%。小于15%由六月份的计算七、八、九月的流量相同，得到：6月的相关方程：y=+1.5887月的相关方程：y=1.012+2.168月的相关方程：y=1.100-1.2619月的相关方程：y=1.253-1.163其余月份按回归方程计算，其中十、十一月的月流量相关系数r>0.8，得相关方程10月的相关方程：y=1.585-1.411月的相关方程：y=1.603-0.55十二月至五月的月流量相关系数r<0.8，通过做相关曲线得相关方程1月的相关方程y=-4.3146+14.73-9.7142月的相关方程y=27.135-134.42+218.86-114.343月的相关方程y==-54.536+203.22-186.534月的相关方程y=-24.915+146.58-283.76+183.375月的相关方程y=0.09+0.346+2.2根据相关方程，计算出各月流量，进行展延：表2头道沟站讯期平均流量展延成果表头道沟年月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．根据表2，3，4，将第一年7月到第二年6划分为1个水利年度，对1954-1978年的平均流量进行频率计算表3头道沟站平均流量频率计算表资料经验频率及统计参数的计算序号年份平均流量x（m/s）从大到小排列xi（m/s）模比系数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总计314.0707314.0707280.00000.329237均值11.21681根据表3进行配线选定Cv=0.1，Cs=4Cv=0.4进行配线，发现频率曲线的中段与经验频率点据配合完好，但头部和尾部偏低。改变参数，选定Cv=0.1，Cs=6Cv=0.6进行配线，头部和尾部偏高。再次改变参数，选定Cv=0.1，Cs=5Cv=0.5进行配线，配合完好。表4频率曲线选配计算表频率（%）第一次配线=11.217Cv=0.1，Cs=4Cv=0.4第二次配线=11.217Cv=0.1，Cs=6Cv=0.6第三次配线=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图1第一次配线图2第二次配线图3第三次配线3.为确定设计年径流量的年内分配，选取设计保证率为75%的年径流为代表年，查频率曲线可得P=75%是所对应的平均流量是10.50m/s。结合枯水年保证率，根据代表年的选取原则选取1967-1968水利年度为代表年，其平均流量为9.3m/s缩放比：K===1.129表5代表年（1967-1968）年径流量同倍比缩放表月年789101112123456缩放前33297.354.823.022.672.032.232.132.024.1519.2缩放后37.2532.748.295.443.403.012.292.512.402.284.6821.67三设计用水过程计算拟订乡镇灌溉面积10万亩，团场灌溉面积38万亩。表6安集海乡近年作物种植比列作物小麦棉花甜菜玉米油菜瓜菜苜蓿其他种植比列23.16.415.426.75.42.66.414.3作物面积1.3860.3840.9241.6020.3240.1560.3840.858表7安集海灌区规划农场的作物种植比列作物小麦棉花甜菜玉米油菜瓜菜苜蓿其他种植比列（%）27.517.57.517.54.4612.57.5100.4作物面积11.8257.5253.2257.5251.8922.585.3753.22543.172表8安集海灌区农作物面积及各月用水量面积（万亩）7月8月9月10月11月4月5月6月小麦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各月用水总量3571.082485.121781.41236.4176.961264.218682501.522.河道冲沙用水本次设计由于资料不足等原因，冲沙用水以推移质泥沙计算，沙水比为1：50。表9头道沟站推移质输沙率项目年月平均输沙率（公斤/秒）平均输沙率（公斤/秒）输沙量（万吨）最大日平均输沙率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河流月平均输沙率：；②河流月平均输沙率：；式中:t------河流月输沙时间，以秒记，t=30.4×24×3600=2626560s;r------泥沙颗粒的干容重，取：r=2-2.2吨/m3，即r=2.1吨/m3;③河流月平均冲沙水量计算：=×50计算结果列入表10中表10冲沙用水计算结果表月份项目5月6月7月8月9月10月月平均输沙率（kg/s）1.1415.4442.5338.086.500月平均输沙量（万m3）0.141.935.324.760.810月平均冲沙水量（万m3）796.526623840.50四不计损失兴利调节计算1．设计保证率P=75%，灌溉面积为乡团48万亩，典型年为1967-1968年，不计损失计算结果见表11。①月径流量Q：参见表2②月径流水量W:W=大河来沙，渠首冲沙及冲沙用水见表11该表中兴利调节为二次运用，兴利库容为：V=1608.08+1627.56=3235.64万m确定死库容：V=T=757.02万m泥沙容重r=1.1~1.5t/m3表11安集海水库兴利年调节计算表(不计损失)（乡团灌溉面积48万亩，保证率为75%）典型年为67~68年月份大河来水大河来沙（万m3）头道沟渠首黑山头渠首干渠总引水（万m3）水库调节计算（万m3）月径流Q(m3/s)月径流W(万m3)冲沙（万m3）冲沙用水（万m3）渠首引水（万m3）河道损失（万m3）来水量（万m3）渠首引水（万m3）冲沙用水（万m3）大河入库团场40万亩；乡镇8万亩灌溉用水量干渠入库水量水库泄水量月末库存水量弃水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；将5、6月份的泥沙分配于7、8月份大水时进行冲沙。（6）=（5）×500（7）=（3）-（6）；（8）=（6）×20%；（9）=（6）-（8）；（10）=（9）×30%；（11）=（9）-（10）；（12）=（7）+（10）单独3月份融雪300万m3;（13）=(11)×20%;(14）=灌溉用水;(15)=(12)-(14)；（17）=（13）+（15）-（16）未考虑死库容五计入损失兴利调节计算表12安集海水库水位～面积～容积关系表水位（米）面积（万米2）容积（万米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确定蒸发损失E=(ZK-X)A式中：E——蒸发损失Z——各月多年平均睡眠蒸发器读数X——各月多年平均降雨量A——月平均水面面积20mm蒸发皿折损系数Kw值月份123456789101112Kw0.640.570.570.460.530.570.590.660.750.740.890.82.设计保证率P=75%，乡团灌溉面积52万亩，典型年为1967-1968年，计入损失计算见表13。该水库为二次运用，兴利库容为：V=1683.47+1701.09=3584.56万m查水位-面积-容积曲线得到月平均水位面积蒸发损失由数据代入公式可得V=V+V=757.02+3584.56=4341.57万m表13安集海水库兴利年调节计算表(计损失)（乡团灌溉面积54万亩，保证率为75%）典型年为67~68年月份来水量W来用水量W用W来-W用月末水库蓄水量月平均蓄水量月平均水面面积损失水量供水量=用水量+总损失量W来-W供水库蓄水量水库泄水量蒸发渗漏总损失量余水量亏水量余水量亏水量标准mm蒸发量标准mm渗漏量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当月水量的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）；万m3六设计洪水过程计算1．资料表14巴音沟河最大、最小流量统计项目年黑山头头道沟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．洪峰洪量频率计算表15黑山头站最大流量频率计算表资料经验频率及统计参数的计算年份最大流量x（m/s）从大到小排列x（m/s）模比系数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总计2458.323.010.015.974由表18可以算出：==106.88m/s==0.521选定Cv=5,Cs=5Cv=25进行配线，发现曲线上部与中部配合不齐。重新选定参数，取Cv=45,Cs=5Cv=22.5进行配线，配合较好。过程如表16。表16频率曲线选配计算表频率P（%）第一次配线=106.88Cv=0.5，Cs=5.27Cv第一次配线=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 图4第一次配线 图5第二次配线计算成果的合理性分析表17洪量频率计算的参数历时（d）时段平均流量（m/s）C165.6127.41600.34360.2116.91470.34753.193.4113.10.34Q106由表17可知：随着历时的增加，洪量的均值逐渐增大，而时段平均流量则随历时的增加而减小。表18洪峰、洪量频率计算成果统计表河名站名洪峰（洪量）均值CCP=1%P=0.1%玛纳斯河红山嘴洪峰（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金沟河红山头洪量（m/s）95.880.3956C239.53337.9由表18可知：由于气候和地形条件相似，则洪峰、洪量均值自上游到下游递增。所以，该频率计算成果合理。4.设计洪水过程线由调洪频率曲线图可以查得设计洪峰表19洪峰、洪量统计表项目洪峰（m/s）洪量（m/s）一日三日七日P=0.1%的设计值509.91160441791.7P=0.1%的设计值338.88127.4350.7652.8典型过程线相应值106105296.5558.8选择典型洪水过程线进行同频率放大表20典型洪水过程线选1958.8.11-17日（（m/s））典型洪水过程时间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根据上述数据求得安集海洪峰、洪量、平均流量统计表表21安集海洪峰、洪量、平均流量统计表时间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根据21点绘设计洪水过程线图6设计洪水过程线七调洪计算1．起调水位的确定假设=+2.5=460.52．泻洪洞面积的确定泄洪洞面积w=3.96m23.净入库流量Q=（）（1-40%）40%——河床渗漏损失4．的确定取86400s表22q~（v/t+q/2）辅助线计算表（t=86400）(m)V(万)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