南昌工程学院工程水文及水利计算课程设计.docx

本5工4?考皖NANCHANGINSTITUTEOFTECHNOLOGY工程水文及水利计算课程设计姓名：杨起帆学号：2015100518班级：15水土保持与荒漠化防治卓越班指导老师：王永文2017年6月一、推求设计洪水过程线由题目可知实测系列n为58年调查考证期为85年，1926和1937年为N年中第一、其次大洪峰流量。计算年最大洪峰流量的频率计算和频率曲线如下：原始资料：洪峰刚好段洪量统计表年份洪峰(m3)1日洪量(IOW)3日洪量(IOW)192647503.406.45193740302.925.58195326501.893.70195430702.194.25195523601.683.31195615301.082.2319578660.611.36195830302.164.1919596800.471.12196011400.881.79196119901.463.49196234402.444.67196310400.591.36196410100.671.26196518201.363.00196619901.433.29196729001.873.43196815400.991.87196926001.773.15197019501.322.91197115301.062.60197213900.871.34197313800.971.77197416701.221.89197513200.982.38197616301.112.16197731302.314.3319786200.481.13197917601.221.84198019701.292.54198118801.252.59198226602.055.19198310500.681.28198415201.051.8619857110.581.31198617101.171.71198720201.332.3119889870.661.29198921601.765.19199010900.761.3419919890.701.93199218801.342.65199321401.412.94199423101.803.30199542803.054.54199619901.563.58199718801.282.39199813601.113.06199915701.122.23200017201.302.76200117301.232.05200220601.583.64200310300.751.51200413600.962.01200510400.731.59200623801.703.3420074880.330.86200811000.771.67200927201.943.79201023001.643.24由原始数据可以得出年最大洪峰流量阅历频率曲线如下:一日洪量频率曲线如下:洪峰流量频率曲线频率(%)三日洪量频率曲线如下:由三条洪峰洪量频率曲线可得下表:项目洪峰(ITI3/S)洪量(r113s*h)24h3dp=l%的设计洪峰及各历时洪量4633.8094166.67185555.56p=3.3%的设计洪峰及各历时洪量3840.7377777.78153888.89P=10%的设计洪峰及各历时洪量3067.5261666.67122777.78由原始数据典型洪水过程线:典型洪水过程线(1962年)序号时间流量序号时间流量月日时月B时161703332014202022313211621303434122182240463912320238058394242225406104672521259071255526192243081473227421509168752861880101898929816901120IlOO3010152012221210311213701324130032141210141821400331610901541490341899816615603520920178165036228611810179037248231912191038202772典型洪水的洪峰流量和计算求得各历时洪量、洪峰及各历时洪量的放大倍比，设计洪水和典型洪水特征值成果见下表：设计洪水和典型洪水特征值统计成果表项目洪峰(r3s)洪量(r113s*h)24h3dP二1%的设计洪峰及各历时洪量4633.8094166.67185555.56p=3.3驰的设计洪峰及各历时洪量3840.7377777.78153888.89P=10%的设计洪峰及各历时洪量3067.5261666.67122777.78典型洪水的洪峰及各历时洪量2590.0051460.0099077.00起讫日期19BOW18日8时19日8时17日2时20日2时设计洪水洪量差AWp94166.6791388.89p=1%典型洪水洪量差zWd51460.0047617.00放大倍比1.791.831.92设计洪水洪量差zWp77777.7876111.11p=3.3%典型洪水洪量差zWd51460.0047617.00放大倍比1.481.511.60设计洪水洪量差AWp61666.6761111.11p=o%典型洪水洪量差AWd51460.0047617.00放大倍比1.181.201.28由放大倍比和典型洪水过程线我们可以得出设计洪水过程的表格以及绘制出典型洪水过程线和设计洪水过程线，典型洪水过程线和设计洪水过程线如下图所示：典型及设计洪水过程线20000IbOOOxxnIOOOO8000六月十八日二十四时的1%洪峰分别为4633.80n六月十八日二十四时的3.3%洪峰分别为3840.73m3六月十八日二十四时的10%洪峰分别为3067.52m3二、设计洪水位首先由原始数据水库水位库容下泄流量曲线可以得知水库的库容曲线和蓄泄曲线。水库水位库容下泄流量曲线序号高程（吴淞：m）库容(106m3)下泄流量（n）164131265160366195528467232769568273106666932013907703751767871447217397252426081073605306711746903485127578238721376890422014779984575157811184950依据调度规则起调水位接受水库设计正常水位69.95m,当入库流量小于泄流实力时，按入库流量下泄；当入库流量大于等于泄流实力时，按泄流实力下泄。故在水位为69.95之前是依据来多少水泄多少水来进行调度的，依据内差法可以计算得出69.95m的水位对应的库容和下泄流量分别为：372.25Xl（）6m3和*48.15Xm3。水位库容下泄流量表及曲线如下:水库水位库容下泄流量曲线高程（吴淞：m）库容(106m3)下泄流量（7s）6413165160661955286723276968273106669320139069.95372.251748.157037517677144721737252426087360530677469034857578238727689042207799845757811184950水位库容曲线6775库容下泄流量曲线设调洪演算计算表时间时段QQ均qq均Z估计VVZO467.613467.613372.2569.9522521.352494.4825521.352494.48250372.2569.9542617.3144569.3332617.3144569.33320372.2569.9562623.0722620.1933623.0722620.19330372.2569.9582763.1774693.1248763.1774693.12480372.2569.95102932.0713847.6243932.0713847.62430372.2569.951221271.7781101.9251271.7781101.9250372.2569.951421546.2311409.0051546.2311409.0050372.2569.951621765.0251655.6281748.151647.19169.950.060752372.310869.951821978.0621871.5441755.691751.9269.970.861291373.17269.972022189.182083.6211771.061763.37570.012.30577375.477870.012222361.9122275.5461791.361781.2170.063.559217379.03770.062422553.8372457.8741815.721803.5470.124.711208383.748270.122622726.5692640.2031848.21831.9670.205.81935389.567670.202822860.9172793.7431886.3641867.28270.296.670519396.238170.293023095.872978.3931929.41907.88270.407.707681403.945870.403223278.3433187.1061982.181955.7970.538.865477412.811370.533423497.9313388.1372036.5842009.38270.669.927035422.738370.663623699.223598.5752099.922068.25270.8211.01833433.756670.823823900.5093799.8642166.5042133.21270.9811.9999445.756570.984024101.7984001.1532239.992203.24771.1512.94493458.701571.154224357.9844229.8912318.292279.1471.3314.04541472.746971.334424650.7684504.3762405.292361.7971.5315,42662488.173571.534624633.84642.2842494.92450.09571.7415.78376503.957271.744824449.4794541.6392577.552536.22571.9314.43898518.396271.935023937.1074193.2932640.132608.8472.0711.40806529.804372.075223443.0343690.072681.442660.78572.167.410855537.215172.165423170.8533306.9432706.6852694.06372.224.412741541.627972.225622784.1472977.52715.8652711.27572.2351.916818543.544772.245822496.2592640.2032496.2592606.06272.2400.245814543.790572.246022189.182342.7192189.182342.7190543.790572.246221958.872074.0251958.872074.0250543.790572.246421782.2991870.5841782.2991870.5840543.790572.246621632.5971707.4481632.5971707.4480543.790572.246821519.3621575.9791519.3621575.9790543.790572.247021446.431482.8961446.431482.8960543.790572.247221348.5481397.4891348.5481397.4890543.790572.24由调洪演算计算表可得洪水、下泄流量过程线，如下:P三l%洪水 下走0U由已经计算得出的结果可知：19日9时30分时达到最大，最高库水位为72.2419478m,相应库容为543.5978万n?,最大下泄流量为2719.054m3。3.3%调洪演算计算表时间时段QQ均qq均Z估计VVZ0390.5478390.5478372.2569.9522435.303412.9254435.303412.92540372.2569.9542515.2231475.2631515.2231475.26310372.2569.9562520.0183517.6207520.0183517.62070372.2569.9582636.7017578.36636.7017578.360372.2569.95102777.3611707.0314777.3611707.03140372.2569.951221060.278918.81971060.278918.81970372.2569.951421288.851174.5641288.851174.5640372.2569.951621471.0681379.9591471.0681379.9590372.2569.951821648.491559.7791648.491559.7790372.2569.952021824.3141736.4021748.151698.3269.950.274192372.524269.952221968.1711896.2431755.691751.9269.971.039122373.563369.972422128.0112048.0911771.061763.37570.012.049953375.613370.012622271.8672199.9391785.271778.16570.053.036772378.6570.052822383.7552327.8111807.61796.43570.103.825908382.475970.103022565.7162474.7361836.021821.8170.174.701065387.17770.173222705.5572635.6361868.51852.2670.255.640311392.817370.253422886.9272796.2421905.041886.7770.346.548199399.365570.343623053.1842970.0561945.641925.3470.447.521953406.887570.443823219.443136.3121994.36197070.568.397447415.284970.564023385.6973302.5682047.142020.7570.699.229093424.51470.694223597.2963491.4962103.982075.5670.8310.19474434.708870.834423839.1233718.212166.912135.44570.9911.3959446.104770.994623840.733839.9272233.92200.40571.1411.80456457.909271.144823672.8673756.7982294.82264.3571.2810.74563468.654871.285023249.6693461.2682340.4752317.63871.398.234138476.88971.395222841.5853045.6272366.5752353.52571.454.983132481.872171.455422627.9132734.7492386.152376.36371.4902.580381484.452571.495622319.8192473.8662319.8192352.98571.4940.870346485.322871.505822080.0592199.9392080.0592199.9390485.322871.506021824.3141952.1871824.3141952.1870485.322871.506221632.5061728.411632.5061728.410485.322871.506421485.4531558.981485.4531558.980485.322871.506621360.7781423.1161360.7781423.1160485.322871.506821266.4721313.6251266.4721313.6250485.322871.507021205.7331236.1021205.7331236.1020485.322871.507221124.2141164.9741124.2141164.9740485.322871.50由调洪演算计算表可得洪水、下泄流量过程线，如下:P=3.3%-淡水 -Tjf>相应库容为由已经计算得出的结果可知：19日9时30分时达到最大，最高库水位为71.4951588m,485.1272万淀，最大下泄流量为2388.394m3010%调洪演算计算表时间时段QQ均qq均Z估计VVZ0314.9659314.9659372.2569.9522350.9008332.9333350.9008332.93330372.2569.9542415.0702382.9855415.0702382.98550372.2569.9562418.9204416.9953418.9204416.99530372.2569.9582512.6077465.7641512.6077465.76410372.2569.95102625.5459569.0768625.5459569.07680372.2569.95122852.7057739.1258852.7057739.12580372.2569.951421036.23944.4681036.23944.4680372.2569.951621182.5371109.3831182.5371109.3830372.2569.951821324.9931253.7651324.9931253.7650372.2569.952021466.1651395.5791466.1651395.5790372.2569.952221581.671523.9181581.671523.9180372.2569.952421710.0091645.841710.0091645.840372.2569.952621825.5141767.7621748.151729.0869.950.278511372.528569.962821915.3511870.4331755.691751.9269.970.853292373.381869.973022044.2611979.80617671761.34570.001.572921374.954770.003222141.8652093.0631779.181773.0970.032.303808377.258570.033422285.6662213.7661795.421787.370.073.070555380.329170.073622417.4842351.5751818.8061807.11370.133.920129384.249270.133822549.3022483.3931844.431831.61870.194.69278388.94270.194022681.1192615.211874.591859.5170.275.441044394.38370.274222848.8872765.0031911.131892.8670.366.279431400.662570.364423040.6222944.7541953.761932.44570.467.288628407.951170.464623067.523054.0711998.421976.0970.577.761462415.712670.574822908.8042988.1622034.962016.6970.666.994599422.707270.665022573.2692741.0362063.382049.1770.734.981438427.688670.735222249.7162411.4922079.622071.570.7702.447945430.136570.775422093.8962171.8062081.652080.63570.7750.656431430.79370.775621864.0161978.9561864.0161972.83370.780.044085430.837170.785821671.5081767.7621671.5081767.7620430.837170.786021466.1651568.8361466.1651568.8360430.837170.786221312.1591389.1621312.1591389.1620430.837170.786421194.0871253.1231194.0871253.1230430.837170.786621093.9831144.0351093.9831144.0350430.837170.786821018.2631056.1231018.2631056.1230430.837170.78702969.494993.8784969.494993.87840430.837170.78722904.0412936.7676904.0412936.76760430.837170.78由调洪演算计算表可得洪水、下泄流量过程线，如下:P=10%-：共水-三-Tjtl相应库容为由已经计算得出的结果可知：19日8时6分时达到最大，最高库水位为70.77509724m,430.807万f,最大下泄流量为2081.67m3