水工1135苏红,11231112248.doc

R水库水文水利计算1、 流域概况R水库集水面积F=992.流域地区.流域地处山区，植被良好。流域多年平均降水量为1520mm，多年平均径流深为740mm,多年平均水面蒸发量为950mm.主河道长94km，河道平均比降为3.85%，流域平均高程378m。二、基本资料（1）R站19531985年最大洪峰流量及最大1天，三天，7天洪水总量资料（见附表A-1）（2）调查年的最大洪峰流量（调查期无遗漏）1877年：Qm =2790 m3 /s1922年Qm =2630m3 /s1914年：Qm =2130 m3 /s（3）R站典型洪水过程见摘（见附表A-2）(4)水库特征资料：根据水库大坝的设计分析，决定以定以建泄洪建筑物为无闸门溢洪道，根据实验,其中M=1.17，通过技术经济对比分析，溢洪道宽度为B=90m。下游无防护要求，水库特征曲线见附表A-3。三、计算任务推求的设计洪水过程线。通过调度计算确定设计洪水位，校核洪水位及相应库容。（注：）四、计算过程及结果（一）峰、量选样及历史洪水调查R水库洪峰、洪量系列年份QmW1W3W7年份QmW1W3W7195312500.451.041.52197012200.6751.341.55195412900.5691.342.33197111200.5650.8661.4319555270.2440.5180.86119724150.210.4410.6819565160.3320.6830.851197317500.6371.221.54195717100.7651.41.6819745450.3030.6940.75919585340.3430.6160.90719758100.3240.5070.719595540.2320.4620.68719767180.1860.3880.612196017200.73911.21197713100.5360.8571.219619650.6070.952.1419782170.0980.2270.31219627760.3210.5210.62519794210.2060.4140.69919634270.3180.6191.7119808600.340.7351.2819647180.3460.6870.98219818550.3460.6890.97819655240.2390.440.53219827500.3840.6290.72419666120.3790.6850.902198314800.4540.9671.8619677730.370.6410.737198411250.4490.730.94319683760.2330.5121.1419856400.30.5950.723196921801.011.472.03根据以上峰、量关系计算历史洪水的1d、3d、7d洪量：年份QmW1W3W7187727901.181.902.41192226301.121.802.29191421300.921.501.94（二）设计洪水计算1、对R水库来水峰量1d、3d、7d系列分别进行频率计算（独立选样法）。Qm经验频率计算成果表年份序号M,NQm由大到小排列(m/s)经验频率p(%)年份序号M,NQm由大到小排列(m/s)经验频率p(%)197812172.9419751981055.88196823765.8819812085558.82197234158.8219802186061.761979442111.7619612296564.711963542714.71197123112067.651956651617.65198424112570.591965752420.59197025122073.531955852723.53195326125076.471958953426.47195427129079.4119741054529.41197728131082.3519591155432.35198329148085.2919661261235.29195730171088.2419851364038.24196031172091.1819761471841.18197332175094.1219641571844.1219143321300.9219821675047.0619693421801.831967177735019223526302.7519621877652.9418773627903.67(-)=917.3 =0.554配线过程如下表：频率P(%)第一次配线第二次配线917(m/s)，Cv= 0.55，Cs/Cv=3.917(m/s)，Cv=0.55，Cs/Cv=2.KpQmpKpQmp(1)(2)(3)(4(5)(6)(5)0.017.545.094721.346.184.424035.200.15.53.993692.134.673.583273.380.24.913.663394.464.23.323036.260.334.433.423152.303.863.122864.720.54.073.212970.673.582.972723.4613.442.882652.833.092.72476.2122.822.542340.032.582.422218.9451.972.081911.191.892.041870.83101.321.731583.261.341.741593.3200.861.361351.180.741.411290.64+-0.270.86781.08-0.180.9826.48775-0.720.6554.04-0.740.59543.990-0.970.46427.92-1.10.4362.3395-1.060.41382.51-1.280.3271.5299-1.140.36342.15-1.520.16150.43考虑特大洪水成果表项目均值CvCs/Cvp=0.1%p=1%Qm917.3m3/s0.552327324762、选择典型洪水过程线根据典型洪水过程线的选择原则，特选定R水库1969年7月的流量作为典型洪水过程线分析（附表A-2）：4、 按同频率放大法计算设计洪水过程线，并绘制洪水过程线。同理计算洪水放大倍比为：项目洪峰流量1日3日7日典型洪峰及各历时洪量21801.011.472.03设计洪水放大倍比1.140.921.521.57校核洪水放大倍比1.511.331.742.14 设计情况（p=1%）时间流量m3/s放大倍比设计流量m3/s修正m3/s01:0062.31.5797.81197.81111:3062.31.5797.81197.81120:0076.51.57120.105120.10523:0085.51.57134.235134.23504:002630.92/1.57268.26/412.91340.5806:006280.92640.56640.5609:0013400.921366.81366.812:0017800.921815.61815.613:3021500.922193219315:3021801.142485.22485.215:4821600.922203.22203.216:3020800.922121.62121.618:5414900.921519.81519.821:309630.92982.26982.2623:307400.92754.8754.803:304831.52/0.92734.16/492.66613.4106:004001.5260860808:003341.52507.68507.6811:002781.52422.56422.5620:202141.52325.28325.2805:242081.57/1.52326.56/316.16321.3610:301981.57310.86310.8616:301621.57254.34254.3419:001591.57249.63249.6320:001631.57/1.52255.91/247.76251.8300:422811.52427.12427.1203:303401.52516.8516.804:123371.52512.24512.2406:003141.52477.28477.2811:002491.52378.48378.4823:001421.52/215.84215.8405:301101.57/1.52172.7/167.2169.9513:0099.31.57155.901155.90120:0083.41.57130.938130.93808:0089.31.57140.201140.20110:0088.11.57138.317138.31720:0065.51.57102.835102.83501:00491.5776.9376.93校核情况（p=0.1%）时间流量m3/s放大倍比校核流量m3/s修正m3/s01:0062.32.14133.322133.32211:3062.32.14133.322133.32220:0076.52.14163.71163.7123:0085.52.14182.97182.9704:002631.33/2.14349.79/562.82456.3106:006281.33835.24835.2409:0013401.331782.21782.212:0017801.332367.42367.413:3021501.332859.52859.515:3021801.513291.83291.815:4821601.332872.82872.816:3020801.332766.42766.418:5414901.331981.71981.721:309631.331280.791280.7923:307401.33984.2984.203:304831.74/1.33840.42/642.39741.4106:004001.7469669608:003341.74581.16581.1611:002781.74483.72483.7220:202141.74372.36372.3605:242082.14/1.74445.12/361.12403.5210:301982.14423.72423.7216:301622.14346.68346.6819:001592.14340.26340.2620:001632.14/1.74348.82/283.62316.2200:422811.74488.94488.9403:303401.74591.6591.604:123371.74586.38586.3806:003141.74546.36546.3611:002491.74433.26433.2623:001421.74247.08247.0805:301102.14/1.74235.4/191.4213.413:0099.32.14212.502212.50220:0083.42.14178.476178.47608:0089.32.14191.102191.10210:0088.12.14188.534188.53420:0065.52.14140.17140.1701:00492.14133.322133.322（放大倍比计算过程手写）（绘制洪水过程线）（三）绘制洪水库容曲线1.推求库容曲线ZV和蓄泄曲线qV水位特征资料高程（m）5060708090100库容面积（万m2）050150200500750库容（万m3）028012503500750013500累积（万m3）0280153050301253026030水库q-v计算表库水位Z（m）9092949698100堰顶水位H（m）0246810泄流能力q（m3s）0298842154823833330库容V（万m3）7459848596001080612108135092、绘制单辅助曲线ZV总(万m)堰顶以上库容V (m/s)q+9074590000092848510265822981497319496002141106784242114889610806334715781548774235298121084649211623831192330710013509605026813330166543463、推求下泄流量过程线设计调洪计算表时间Qq+01520061521523215212158155100275 18183170.5140346 24302242.5147359 30796549386761 3618651330.510251706 421371161814802299 48592981.510951801 54411501.56751208 60476443.5341688 66401438.5402786 72380390.5395775 78369374.5250536 84329349310635 90286307.5308633 96510398218482 102558534410798 108498528484916 114407452.5282590 120322364.5332673 126263292.5309634 132242252.5220484 138209225.5223490 144209209215476 1502172131834