工程水文学课程设计(新)

2006级工程水文学课程设计一、 设计题目周村水库水文计算二、 目的和要求：由降雨资料推求设计洪水三、 计算内容与步骤基本资料1、 流域概况周村水库位于泰沂山南区，柴汶河上游支流上，流域面积 F=189km2,河道干流平均坡度J=0.0042m/m,干流长度L=30.9km。设计流域内皆为山丘区，土壤为壤土和砂壤土，植被条件一般，每年7--9月份为该流域的主雨期，降水量可达全年的60%以上，多为气旋雨和锋面雨。2、 暴雨洪水特点据1961〜2003年资料统计，水库流域多年平均年降雨量为800mm，多年平均径流量约为340mm，多年平均最大二十四小时降水量约为103mm。根据周村库区雨量站1973年〜2004年32年的实测暴雨资料，最大24小时降雨量与最小24小时降雨量量比为6.6倍；最大三日降雨量与最小三日降雨量丰枯比6.3倍。且流域内山坡较陡，暴雨后产汇流速度快、洪水来势凶猛，洪峰流量大。3、 实测暴雨资料周村水库流域内只设有周村雨量站和北庄雨量站两个雨量观测点，记录有1973年〜2004年32年的降雨资料系列，符合规范要求。依据《水文资料整编规范》的要求，对以上实测资料进行统编整理，各计算时段的点暴雨量采用年最大值法进行统计计算，在场次降雨量过程中滑动挑选，得出周村站各年“24小时”和“三日”最大降雨量系列资料。见附表1、附表2。设计暴雨推求1、周村水库各设计频率的点雨量计算，见表1通过对周村站各个时段的点降雨量的频率、离差系数的计算及理论频率曲线的拟合可以得到周村水库各设计频率的点雨量成果表，具体计算过程见下表6和表7表1 周村水库各设计频率的点雨量成果表 (mm)计算情况(Cs=3.5Cv)均值Cv值P(频率％)计算适线0.020.050.10.2123.33524h最大暴雨量126.360.380.40433.67409.41384.13356.34318.43262.83241.75224.923日最大暴雨量140.400.360.40481.85454.89409.97383.29317.30287.82265.18247.10由附表1可以得到周村站最大1d(24h)年降雨量频率计算表如表2：表2 周村站年最大Id(24h)降雨量单位：mm年份年降雨量Qi(m3/s)按年降雨量从大到小排序Qi(m3/s)序号模比系数Ki(Ki-1)2经验频率Pi1973115.5265.512.10111.21253.0%1974111.7217.921.72440.52486.1%1975121.6212.431.68090.46369.1%197693201.241.59230.350812.1%197778.4183.951.45540.207415.2%197893.3160.461.26940.072618.2%1979152.1159.571.26230.068821.2%1980125.1152.181.20370.041524.2%

198157.4145.291.14910.022227.3%198290.5142.7101.12930.016730.3%1983113137.5111.08820.007833.3%1984105.4133.5121.05650.003236.4%1985137.5133.5131.05650.003239.4%1986108.5125.1140.99000.000142.4%1987133.5121.6150.96230.001445.5%198878.6115.5160.91410.007448.5%1989145.2114.9170.90930.008251.5%1990212.4113180.89430.011254.5%1991183.9111.7190.88400.013557.6%199260.4108.5200.85870.020060.6%1993217.9105.4210.83410.027563.6%199489.293.3220.73840.068566.7%199580.893230.73600.069769.7%19968590.5240.71620.080572.7%1997160.489.2250.70590.08655.8%1998159.585260.67270.107178.8%1999265.580.8270.63940.130081.8%2000201.278.6280.62200.142984.8%2001114.978.4290.62040.144187.9%200275.875.8300.59990.160190.9%2003133.560.4310.47800.272593.9%2004142.757.4320.45430.297897.0%总计流量4043.44043.431.99914.6440平均流量126.36126.360.1498Cv/4.644032-10.38由以上周村站年最大Id(24h)降雨量计算成果表可以得到周村站年最大Cv/4.644032-10.38当Cv=0.38,Cs=3Cv时画出经验频率曲线，然后进行配线，得到理论频率曲线,理论曲线配线表如下表3表3 周村站年最大Id(24h)降雨量理论频率配线计算表频率第一次适线第一次适线x=126.36,Cv=0.4,Cs=3Cvx=126.36.Cv=0.4,Cs=3.5CvKpPpKpPp12.26285.572.31291.8951.76222.391.78224.92101.54194.591.53193.33201.29163.001.28161.74500.92116.250.91114.99

750.788.450.7189.72900.5772.030.5873.29950.563.180.5366.97990.4253.070.4759.39经过两次配线以后，得到周村站年最大ld(24h)降雨量理论频率曲线，即：当Cv=0.4,Cs=3.5Cv时得到理论频率曲线见附表3由附表2可以得到周村站最大(3d)年降雨量频率计算表如下表4表4 周村站年最大3d降雨量单位：mm年份年径流量Qi(m3/s)按流量从大到小排序Qi(m3/s)序号模比系数Ki(Ki-1)2经验频率Pi1973126.2265.511.89100.79393.03%1974123.6236.521.68450.46856.06%1975139.7231.231.64670.41839.09%197693220.241.56840.323112.12%197784.9194.551.38530.148515.15%197894.9188.661.34330.117918.18%1979152.1169.571.20730.043021.21%1980137.5162.181.15460.023924.24%198159.3161.591.15030.022627.27%198292.3155.8101.10970.012030.30%1983128.5152.1111.08330.006933.33%1984120.6150.1121.06910.004836.36%1985149.3149.3131.06340.004039.39%1986145.7145.7141.03770.001442.42%1987133.5139.7150.99500.000045.45%1988155.8137.5160.97930.000448.48%1989150.1133.5170.95090.002451.52%1990220.2128.5180.91520.007254.55%1991188.6126.2190.89890.010257.58%199291125200.89030.012060.61%1993236.5123.6210.88030.014363.64%1994117120.6220.85900.019966.67%199580.8117230.83330.027869.70%199686.594.9240.67590.105072.73%1997194.593250.66240.114075.76%1998161.592.3260.65740.117478.79%1999265.591270.64810.123881.82%2000231.286.5280.61610.147484.85%200112584.9290.60470.156387.88%200275.880.8300.57550.180290.91%2003169.575.8310.53990.211793.94%2004162.159.3320.42240.333796.97%总计流量4492.74492.731.99933.9724平均流量140.40140.400.1281由以上周村站年最大3d降雨量计算成果表可以得到周村站年最大3d点降雨量的离差系数:n工(Ki-n工(Ki-1)2Cv= —-1=0.36当Cv=0.36,Cs=3Cv时画出经验频率曲线，然后进行配线，得到理论频率曲线，理论频率曲线配线表如下表5表5 周村站年最大3d降雨量理论频率选配计算表频率第一次适线第二次适线x=140.40,Cv=0.35,Cs=3Cvx=140.40，Cv=0.40,Cs=3.0CvKpPpKpPp12.07290.6282.26317.30451.66233.0641.76247.104101.47206.3881.54216.216201.26176.9041.29181.116500.94131.9760.92129.168750.74103.8960.7098.28900.6185.6440.5780.028950.5577.220.5070.2990.4664.5840.4258.968经过两次配线以后，得到周村站年最大3d降雨量理论频率曲线，即：当Cv=0.4,Cs=3.0Cv时的理论频率线见附表4由内插法可以得到周村站最大Id(24h)的点降雨量如下表6：频率Kp(24h)Kp(3d)X(24h)X(3d)Pp(24h)Pp(3d)0.013.753.56126.36140.4473.85499.8240.023.4323.432126.36140.4433.66752481.85280.053.243.24126.36140.4409.4064454.8960.13.042.92126.36140.4384.1344409.9680.22.822.73126.36140.4356.3352383.29212.522.26126.36140.4318.4272317.30422.082.05126.36140.4262.8288287.823.331.91321.88876126.36140.4241.75195265.181951.781.76126.36140.4224.9208247.104由内插旨法可以得到周村站最大3d的面降雨量如下表7：频率Kp(24h)Kp(3d)X(24h)X(3d)Pp(24h)Pp(3d)0.013.753.56117.51134.78440.6625479.81680.023.4323.432117.51134.78403.2943462.5650.053.243.24117.51134.78380.7324436.68720.13.042.92117.51134.78357.2304393.5576

0.22.822.73117.51134.78331.3782367.949412.522.26117.51134.78296.1252304.602822.082.05117.51134.78244.4208276.2993.331.91321.88876117.51134.78224.8201254.567151.781.76117.51134.78209.1678237.2128_将以上两个表格的数据填入表1就得到周村站点降雨量计算成果表，2、设计面雨量的计算根据《山东省大、中型水库防洪安全复核洪水计算办法》中所附的点面换算关系表，查出本水库流域的点面换算系数：K=0.93、K=0.96，经点面换算可得到不同频率的年最大24小时、3日24h 3d面雨量，计算成果见表4。表4周村水库面雨量计算成果表 (mm)设计时段统计参数点面换算系数面雨设计频率(P%)XCV适0.020.050.10.2123.33524h126.40.40.93117.403.2380.7357.2331.3296.1244.4224.8209.1519433243047822522082016783日140.40.40.96134.462.5436.6393.5367.9334.6276.2254.5237.2786587257649402899671128根据以上计算结果，绘制周村水库年最大24h和最大3d暴雨量地区综合频率曲线。综合频率曲线见附表3、4用暴雨参数查等值线图法计算面雨量，采用山东省水利厅1975年编制的《山东省水文图集》中的有关图表，查得周村水库流域中心的多年平均年最大24小时暴雨量为120mm,相应的变差系数为Cv=0.62，取Cs=3.5Cv,三日最大暴雨换算系数为K=1.25(即P3d=KP24)，点面换算系数分别为K24h=0.93、K3d=0.96，然后计算流域不同频率设计面雨量，计算成果见表-5。由等值线法时，应用内插法就可以得到周村站面降雨量计算成果表，具体如下表8所示：表8 周彳村站暴雨参数等值线图法计算成果表频率Kp(24h)Kp(3d)X(24h)X(3d)Pp(24h)Pp(3d)0.026.02326.0232111.6144672.1891867.34080.055.5665.566111.6144621.1656801.5040.14.8044.804111.6144536.1264691.7760.24.3424.342111.6144484.5672625.24813.2963.296111.6144367.8336474.62422.8322.832111.6144316.0512407.8083.332.6562.656111.6144296.4096382.46452.242.24111.6144249.984322.56经过以上计算就可以得到周村水库面降雨量计算成果表9表9周村水库点、面雨量计算成果表时参数(雨量mm)各设计频率面雨量(mm)段占八、、系数面Cv0.02%0.05%0.1%0.2%1%2%3.3%5%24h1200.93111.60.4672.1621.1536.1484.5367.8316.0296.4249.9891656264672336512096843日1500.961440.4867.3801.5691.7625.2474.6407.8382.4322.54080476482408646由不同计算方法得到的各种频率的设计面雨量成果见表10。

将周村站3d和最大Id（24h）的频率计算降雨量和用等直线法得到的面雨量计算成果表进行比较，见表10表10周村水库各种计算方法设计面雨量成果比较表历时计算方法各设计频率面雨量（mm）0.02%0.05%0.1%0.2%1%2%3.3%5%实测暴雨资料法403.2380.7357.2331.3296.1244.4224.8209.124943324304782252208201678小时暴雨参数等值线图法672.1891621.1656536.1264484.5672367.8336316.0512296.4096249.984实测暴雨资料法462.5436.6393.5367.9304.6276.2254.5237.23日6587257649402899671128暴雨参数等值线图法867.3408801.504691.776625.248474.624407.808382.464322.56五、设计洪水标准1、 洪水标准：执行国家标准《防洪标准》（GB50201—94）,正常运用（设计）洪水标准为百年一遇（P=l%）,非常运用（校核）洪水标准为两千年一遇（P=0.05%）。2、 产流与汇流计算（1）、产流计算使用“山东省泰沂山南区P+Pa〜R关系表”推算设计净雨，关系见表11。表11山东降雨径流关系曲线数据表P+Pa50100150200250300350400450R43378120168214261308405P+Pa500550600700800900100011001200R4044525005966917868819761071山东降雨径流关系P+Pa〜R曲线图如下所示:本水库设计净雨的时程分配，取计算时段At=1小时。前期影响雨量Pa的确定，为了较为符合实际,根据经验取第一天Pal=4Omm,以后每天按公式P ,=Kx(P+Pt)<I计算a，t＋l a，t max式中：Pa，t＋l—第t+l天的前期影响雨量，mm，a，t＋lPt—当日降雨量，mm，K—折减系数，本水库区取K=0.9,Imax—土壤最大含水量，取Imax=6Omm。TOC\o"1-5"\h\zmax max由以上公式：Pt,=Kx(Pt+Pt)取Pal=40mm得a，t＋l a，tP二K*(P+Pt)二0.9*(40+20.745)二54.67a,2 a,lP二K*(P+Pt)二0.9*(54.67+38.526)二83.88a,3 a,2各日的时程分配比例，按“泰沂山南北区一小时雨型表”分配。用设计日净雨量分别乘以时程分配比，即为时段净雨量。各日设计净雨量依据各日暴雨量采用连续计算的方法求得。各日面雨、净雨及分配过程计算成果分别见表12、表13、表14、附表5表12各频率逐日面雨情况计算成果表计算逐日面雨算公式各设计频率(P%)面雨值(mm)日次(mm)0.020.050.10.2125第一天斗=0.35(兀-兀)20.7419.5812.7112.8013.4711.1610.41第二天38.5336.3723.6123.7725.0120.7219.34第三天H3=H1d462.57436.69393.56367.95304.60276.30237.21最大三日521.86492.69429.99404.72344.08310.18271.96表13各频率逐日降雨量＋前期影响雨量计算成果表计算计算公式各设计频率(P%)的计算值(mm)日次(mm)0.020.050.10.2125第一天。•叫冉严，160.7459.5852.7152.8053.4751.1650.41第二天0.65(H3d-H1d)+Pa，293.2091.0478.2878.4479.6875.3974.01第三天H24h+Pa,3581.86552.69489.99464.72404.08370.18331.96根据山东降雨径流关系P+Pa〜R曲线图，通过内插法可以得到各频率逐日净雨计算成果表14表14各频率逐日净雨查算成果表计算日次各设计频率(P%)净雨值(mm)0.020.050.100.201.002.005.00第一天10.239.565.575.626.014.674.24第二天29.0627.8020.4020.5021.2118.7317.93第三天482.59454.58404.20404.71315.92279.97244.04

最大三日521.87491.94430.17430.82343.14303.37266.21对于设计洪水为百年一遇（P=l%）和设计洪水为两千年一遇（P=0.05%）时，将频率为（P=l%）和（P=0.05%）的逐日净雨量按照不同频率设计净雨时程分配表进行分配。如下附表5（2）.流域汇流计算周村水库流域处于山丘区，径流易于集中，入库洪水呈陡涨陡落型。根据本水库较大场次暴雨洪水资料分析，洪峰多呈单峰型，降雨后6〜22小时出现洪峰；洪水历时一般为66〜82小时。本次计算设计雨期确定为1日，计算控制时段为24小时。基流量按2.0m3/s计算，用单位线法推求周村水库不同设计频率设计洪水过程线，其中地下径流岸三角形概化过程计算。表15流荒域出口断面实测1h洪水过程线.流量：m3/s时段12345678910111213流量03.985.82523673853025727621002136018603140时段1415161718182021222324//流量3620265815489537246614621707.03.60//a、根据流域出口断面实测1h洪水过程线和不同频率设计净雨时程分配表由分析法可以推算同频率不同时段洪水单位线如下表16表16 分析法求时段单位线时段t地面径流地面净雨部分径流单位线h1的形成h2的形成h3的形成h4的形成h5的形成h6的形成1234567890000000000100000000023.900000003.90385.8139.185.800.000.000.000.0006.174252105.92217.6165.330.000.000.00015.645367144.56112.13165.7189.170.000.0008.06638537.2850.4785.38226.1623.00003.63730210.4682.2738.43116.5358.326.4505.91857217.27399.8462.6452.4530.0516.3610.6528.749762323.06304.4685.5013.53&4327.0223.23101002300.70246.00415.5322.053.8013.9221.62111360675.67228.97335.74107.166.196.2748.57121860906.13514.50312.5086.5830.0710.2165.141331401593.29689.99702.1980.5924.2949.64114.541436201221.251213.24941.70181.0922.6140.1187.801526580.00929.941655.83242.8550.8137.330.001615480.000.001269.19427.0268.1483.890.0017953393.380.000.00327.31119.81112.5028.2818724134.80299.550.000.0091.84197.829.69196610.00102.65408.820.000.00151.630.0020462216.480.00140.09105.430.000.0015.56211700.00164.840.0036.1329.580.000.002270.000.00224.970.0010.1448.840.00233.60.000.000.0058.020.0016.740.002400.000.000.000.0016.280.000.00

b、根据时程分配计算该地的暴雨时程分配，即P=0.05%是的暴雨时程分配表17周村水库P=0.05%的暴雨时程分配表时段数123456合计占最人天的百分数％30.623.331.8&22.33.8100设计暴雨139.1105.92144.5637.2810.4617.27454.59设计净雨139.1105.92144.5637.2810.4617.27454.59地面净雨99999954地面净雨130.196.92135.5628.281.468.27400.59C、设计净雨的推求和设计洪水工程的推求周村水库P=0.05%的设计洪水过程推算表时段地面净雨位单线部分径流h1=130.1h2=96.9h3=135.5h4=28.2h5=1.4h=68.2地面径流地下径流设计洪水12345678910111200000000000010000000002220.03.90.00.00.00.00.00.00.04.04.03130.16.291.70.00.00.00.00.091.76.097.7496.915.6233.569.90.00.00.00.0303.3&0311.35135.6&1122.9177.895.30.00.00.0396.010.0406.0628.33.656.993.6242.624.60.00.0417.712.0429.771.55.9100.743.3127.762.66.90.0341.214.0355.28&328.7442.176.759.132.917.611.4639.816.0655.8923.2351.8336.7104.715.39.229.0846.618.0864.61021.6318.2267.9459.527.04.315.31092.120.01112.11148.6749.6242.3365.7118.57.67.11490.722.01512.71265.11010.9570.8330.794.333.312.52052.424.02076.413114.51721.9769.7779.085.326.554.93437.326.03463.31487.81345.51311.21050.6200.923.943.73975.728.04003.7150.00.0929.91655.8270.956.439.53180.830.03210.8160.01269.9427.037.393.12028.932.02060.9170.0327.383.9125.51258.534.01292.5180.0112.5213.8975.136.01011.1190.0167.1965.138.01003.1200.0526.140.0566.121228.438.0266.422276.036.0312.02368.534.0102.52413.332.045.3253030262828272626282424

29222230202031181832161633141434121235101036883766384439224000表16 设计洪水要素计算成果表方法设计频率（％）0.05实测暴Qmax（m3/s）4003.7雨资料W1（万m3）37.8地区综W3（万m3）1847.286合频率W6（万m3）8120.8曲线法W24（万m3）855.603附表1周村站年最大1d(24h)降雨量单位：mm年份197319741975197619771978197919801981Id115.5111.7121.69378.493.3152.1125.157.4年