【水文计算表】水文计算(带图)

1、工工程程规规模模及及等等级级划划分分1.1水利水电工程等级划分及洪水标准（SL2522000）的划分标准1.1.1、工程等别工程等别工程规模水库总库容（亿m3）防洪治涝灌溉供水发电保护城镇重要性保护农田(万亩)治涝面积(万亩)灌溉面积(万亩)供水对象重要性装机容量（104Kw）大（1）型10特别重要500200150特别重要120大（2）型101.0重要5001002006015050重要12030中型1.00.1中等100306015505中等305小（1）型0.10.01一般30515350.5一般51小（2）型0.010.001530.511.1.2、永久性水工建筑物级别工程等别主要建筑

2、物次要建筑1.3、山区、丘陵区水利水电工程的永久性水工建筑物洪水标准【重现期（年）】项目水工建筑物级别12345设计10005005001001005050303020校核土石坝100005000 50002000200010001000300300200砼、浆砌50002000 200010001000500500200200100注：当山区、丘陵区的水利水电工程永久性水工建筑物的挡水高度低于15m，且上下游最 大水头差小于10m，其洪水标准宜按平原、滨海区标准确定。1.1.4、山区、丘陵区水利水电工程消能防冲建筑物洪水标准【重现期（年）】永久性泄水建筑物级别123

3、45洪水重现期100503020101.1.5、平原、滨海区水利水电工程的永久性水工建筑物洪水标准【重现期（年）】项目永久性水工建筑物级别12345水库工程设计300100100505020201010校核200010001000300300100100505020拦河水闸设计1005050303020201010校核30020020010010050503030201.21.2、水水库库基基本本数数据据 水库总库容43.5 万m3 灌溉面积1200 亩 该水库为小（2）型型水库，大坝为5 级建筑物。设计标准为20 年一遇P=5.00%校核标准为200 年一遇P=0.50%集集水水面面积积流流

4、域域内内各各特特征征值值：1.11.1、输输入入基基本本数数据据（1 1）、根根据据地地形形图图计计算算基基本本数数据据 集水面积F 1.81Km2 主河道长度L 2.63Km 主河道平均坡降J 0.0346（2）、根根据据贵贵州州省省暴暴雨雨洪洪水水手手册册查查表表基基本本数数据据 H60年最大1h点雨量均值(mm)45mm Cv年最大1h点雨量时的变差系数0.45 Kp设计频率为P的频率曲线模比系数设计状态下Kp设1.885%校核状态下Kp校2.790.5% Cp洪峰径流系数(附表九)设计状态下Cp设0.685%校核状态下Cp校0.720.5% 1汇流系数，按汇流分区取值(修定本P36)0

5、.38（3）、中中间间参参数数说说明明 流域几何特征值=6.9584 汇流参数m=0.5823 Cs贵州省取值都为3.5倍Cv1.5750 f流域形状系数f=0.2617 洪峰流 SP1h设计雨力(mm)，SP= KpH60（4）、数数据据统统据据FLJJ1/3F1/4mH60CvCs=3.5Cv1.812.630.0346 0.32586 1.159898 6.9580.582450.451.5750Kp=0.5%Kp=5%Cp=0.5%Cp=5%f12.791.880.720.680.2620.38（5）、计计算算结结果果校核情况Qp=1%36.30m3/s设计情况Qp=5%21.66m3

6、/s4131FJL22. 012LF143. 189. 0149. 0223. 0571. 01)(481. 0SpCFJfQp=gF FL LJ Jf f地地点点项项目目名名称称流流域域面面积积（km2km2）主主河河长长度度（kmkm）河河道道平平均均比比降降（）流流域域几几何何特特征征平平坝坝龙龙滩滩口口0.630.630.790.7948.0048.002.452.451 1. .0 00 0四四寨寨河河5.055.053.413.411.381.3820.4320.430 0. .4 43 3二二大大队队9.309.303.003.001.381.3815.4315.431 1. .

7、0 03 3H H6060（mmmm）CvCvCs/CvCs/Cv各各频频率率6060分分钟钟暴暴雨雨量量(mm)(mm)0.50%0.50%1.00%1.00%2.00%2.00%3.33%3.33%45450.420.423.53.5118.431118.431107.55107.5596.7596.7586.8586.85KpKp2.63182.63182.392.392.152.151.931.93龙龙滩滩口口c1c10.8810.8810.8810.8810.8760.8760.8680.868四四寨寨河河c1c10.8710.8710.8710.8710.8660.8660.858

8、0.858二二大大队队c1c10.8710.8710.8710.8710.8660.8660.8580.858龙龙滩滩口口设设计计洪洪水水成成果果表表P P（% %）0.50%0.50%1.00%1.00%2.00%2.00%3.33%3.33%QmpQmp（m m3 3/s/s）19.6219.6217.2717.2715.1115.11四四寨寨河河处处设设计计洪洪水水成成果果表表P P（% %）0.50%0.50%1.00%1.00%2.00%2.00%3.33%3.33%QmpQmp（m m3 3/s/s）67.8267.8260.7560.7553.4753.4746.7746.77二

9、二大大队队设设计计洪洪水水成成果果表表P P（% %）0.50%0.50%1.00%1.00%2.00%2.00%3.33%3.33%QmpQmp（m m3 3/s/s）133.03133.03119.16119.16104.89104.8991.7491.74129.0423洪洪水水计计算算选选用用公公式式（P18,38)P18,38)当当F F10km10km2 2，且且303030时时，采采用用公公式式：Q Qp p0.3570.3570.9220.922ff0.1250.125JJ0.0820.082FF0.8340.834CKCKp pH H2424 1.231.23当当25F25F

10、300km300km2 2，且且3030时时，采采用用修修订订1 1式式： Q Qp p0.3570.3570.9220.922ff0.360.36JJ0.240.24FF0.7160.716CKCKp pH H2424 1.231.235.00%5.00%10.00%10.00%20%20%50%50%81.981.970.270.258.0558.0540.540.51.821.821.561.561.291.290.90.90.8640.8640.8610.8610.8550.8550.8210.8210.8540.8540.8510.8510.8340.8340.8110.8110.8

11、540.8540.8510.8510.8340.8340.8110.8115.00%5.00%10.00%10.00%20%20%50%50%14.0514.0511.7411.749.379.375.935.935.00%5.00%10.00%10.00%20%20%50%50%43.5043.5036.3336.3328.5728.5718.3318.335.00%5.00%10.00%10.00%20%20%50%50%85.3385.3371.2671.2659.6859.6838.3038.30各各频频率率6060分分钟钟暴暴雨雨量量(mm)(mm)龙龙滩滩口口设设计计洪洪水水成成果

12、果表表四四寨寨河河处处设设计计洪洪水水成成果果表表二二大大队队设设计计洪洪水水成成果果表表洪水总量计算： 洪水总量按最大24小时暴雨推算，计算中考虑稳定雨损及附加雨损的雨量损失，稳定雨损取HS=？mm。查贵州省年最大24小时点雨量均值等值线图得H24P=？mm。计算公式采用WP=0.1H24PF。稳定雨损Hs= 321.1汇流时间计算： 汇流经验参数m0.582285 主河道平均坡降J 0.0346 Qm洪峰流量设计洪峰流量Q设21.65518m3/s校核洪峰流量Q校36.29931m3/s 流域平均汇流速度V校核V=m*J1/3*Qm1/40.465732P= 0.5%设计V=m*J1/3*

13、Qm1/40.409309P= 5% 流域汇流时间校核=0.278*L/V1.569873P= 0.5%设计=0.278*L/V1.786277P= 5%未计及稳定雨损及附加雨损时：H24p年最大24小时点雨量均值，查贵州省暴雨洪水手册(附图) 110mmCv洪水总量以24小时计算，则Cv按规定24小时点雨量Cv等值线图取值0.5Cs贵州省取值都为3.5倍Cv1.75 Kp设计频率为P的频率曲线模比系数，根据24小时Cv值查(附表)设计状态下Kp设1.99P=校核状态下Kp校3.06P=H24p= 110Cv= 0.5Cs= 3.5CvKp=0.5%= 3.06Kp=5%= 1.99H24p=

14、0.5%= 336.6H24p=5%=218.9计及稳定雨损及附加雨损时：校核H24p=0.5%=282.1699设计H24p=5%=164.6863计算结果设计洪水总量：W p=5%29.81万m3校核洪水总量：W p=0.5%51.07万m32 2. 01qg=m设设计计洪洪水水过过程程线线的的推推求求 由于本工程为小（？）型水库工程，按一般小型水库的洪水调节要求，该工程采用洪水过程线进行调节计算。洪水过程线采用较简易的矩形概化线进行分析计算。根据贵州省暴雨洪水计算实用查手册的汇流区划分，本流域属汇流？区，洪水过程线按附表（十五）取P=0.20的（三）类概化线型进行概化，其中a0=21.9

15、%。计算公式如下： 汇流时间：设计= 1.786277校核= 1.569873洪水径流深：ht=3.6qh设计= 76.93687h校核= 113.341附加安全洪水径流深：h=h24-hth设计= 141.9631h校核= 223.259考虑洪水安全放大系数：K=1+h/ht*1/(1-a0)K设计= 3.362599K校核= 3.522151 洪洪水水过过程程线线参参数数指指标标计计算算成成果果表表H24P设计H24P校核h设计h校核h 24设计h 24校核K设计K校核mmmmmmmmmmmm164.686282.1699 76.93687113.341 141.9631 223.2593

16、.36263.522151 根据前述计算参数推求？水库设计洪水及校洪水过程线如下：设计洪水过程线概化坐标过程线一过程线二次序Qt/Qmt/tmQtt(h)Qtt(h)10000.000020.050.131.080.231.080.2330.10.232.170.412.170.4140.20.284.330.504.330.5050.50.410.830.7110.830.7160.90.5719.491.0219.491.0270.950.6420.571.1420.571.14810.7221.661.2921.661.2990.950.8220.571.4620.571.89100.9

17、0.919.491.6119.492.37110.71.115.161.9615.163.57120.51.310.832.3210.834.77130.41.438.662.558.665.55140.31.556.502.776.506.27150.251.625.412.895.416.69160.21.744.333.114.337.41170.151.93.253.393.258.37180.12.152.173.842.179.88190.052.61.084.641.0812.582003.330.005.950.0016.96校核洪水过程线概化坐标过程线一过程线二次序Qt/Qm

18、t/tmQtt(h)Qtt(h)100000020.050.131.810.201.810.2030.10.233.630.363.630.3640.20.287.260.447.260.4450.50.418.150.6318.150.6360.90.5732.670.8932.670.8970.950.6434.481.0034.481.00810.7236.301.1336.301.1390.950.8234.481.2934.481.68100.90.932.671.4132.672.13110.71.125.411.7325.413.23120.51.318.152.0418.154

19、.34130.41.4314.522.2414.525.06140.31.5510.892.4310.895.72150.251.629.072.549.076.11160.21.747.262.737.266.77170.151.95.442.985.447.65180.12.153.633.383.639.04190.052.61.814.081.8111.532003.330.005.230.0015.56高高切切林林公公式式调调洪洪计计算算：溢溢洪洪道道各各特特征征值值：B= 6.4M= 1.8设计情况下各特征值：Q设计= 21.66W设计= 29.81设设计计情情况况下下计计算算成成

20、果果：HVQQ泄备注0021.660 正常水位（堰顶）0.20.9320.981.03835.40.41.8820.292.91测量坝顶高程0.62.8619.585.358370.83.8518.868.24溢流堰高14.8718.1211.521.61.25.9217.3515.14正常库容1.256.1817.1716.1023.771.296.3917.0116.88死库容1.36.4416.9817.080.521.46.9816.5819.080021.660.000021.660.00校核情况下各特征值：Q校核= 36.30W校核= 51.07校校核核情情况况下下计计算算成成果果

21、：HVQQ泄备注0036.300正常水位（堰顶）0.20.9335.641.03835.40.41.8834.962.91测量坝顶高程0.62.8634.275.358370.83.8533.568.24溢流堰高14.8732.8411.521.61.25.9232.0915.14正常库容1.46.9831.3419.0823.771.68.0730.5623.31死库容1.89.1729.7827.820.521.859.4629.5828.991.879.5729.5029.461.889.6229.4629.701.99.7429.3830.17调调洪洪计计算算： 洪水调节计算的时段为2

22、0分钟（洪水过程线起始至洪峰时段的1/31/4既0点到最高点），按水量平衡逐时段计算，起调水位采用溢洪道堰顶高程?m，相应库容?万m3(正常库容)。根据不同设计频率的来水，利用水量平衡公式即可得到不同频率洪水的调算成果。经调洪计算，本工程校核洪水位?m，总库容?万m3，校核下泄流量?m3/s，堰顶水深?m；设计洪水位?m，设计库容?万m3，设计下泄流量?m3/s，堰顶水深?m。调洪计算过程见表1-9、表1-10，调洪计算成果详见表1-11。小型水库调节计算1、80%典型年月来水过程线月份1234567891983年降水量(mm)995.812.542.321.658.7236.7265.943

23、.557.1156.1计算百分比(%)1001.264.252.175.8923.7726.704.375.7315.68P=80%年径流总量(万m3)13.540.170.580.290.803.223.620.590.782.122、灌溉定额(1)水稻毛灌溉定额(m3/亩)月份45678毛灌溉定额(m3/亩)870.58572.6129.5灌溉面积田(亩)136死库容(万m3)0.93、径流调节计算表 作为小型水库，一般只进行年调节计算，按年调节确定灌区规模。水库调节计算按照先蓄后用划分，灌溉用水以能满足不足月份用水为标准。水库调节计算表库水位时段来水量(万m3)用水量水量差额月末库容弃水

24、用水渗漏损失合计多余不足正常水位（堰顶）40.800.110.010.120.684.942.58835.453.220.960.030.992.237.164.80测量坝顶高程63.621.160.041.192.421.4683770.590.990.010.990.401.06溢流堰高80.781.760.011.770.990.071.692.120.300.020.331.801.86正常库容100.660.010.010.652.5123.77110.220.000.000.222.730.37死库容120.500.000.000.493.230.870.5210.170.000.

25、000.173.401.04 兴利库容20.580.010.010.573.961.6023.2530.290.000.000.294.261.90合计1213.545.280.145.419.521.3913.1610111248.316.436.74.851.653.690.660.220.509合计22.4388小型水库调节计算1、80%典型年月来水过程线2、灌溉定额(1)水稻毛灌溉定额(m3/亩)Q8.16 输输入入已已知知值值：红红色色为为必必须须输输入入的的B6.5起始点未端起始点hk0.5631313ik0.0026地面高程1333.141332.02地面高程1332.02水平距

26、离19.93708207水平距离1设计高程1333.381332.18设计高程1332.18斜距：s110斜距：s1高差Es1.12高差Es开始计算开始计算坡降I0.04坡降IQ8.168.16Q8.16b6.53.4b3.4h0.561.4h1.4m00m0面积A（m2）3.64004.76面积A（m2）4.7600湿周X（m）7.62006.2000湿周X（m）6.2000水力半径R0.47770.7677水力半径R0.7677R2/30.61110.8384R2/30.8384CR=R2/3/n43.648559.8892CR=R2/3/n59.8892V=Q/A2.24181.7143

27、V=Q/A1.7143J=V2/(CR)20.0026380.000819J=V2/(CR)20.000819j平均0.001729j平均I-j0.038271I-jV2/19.60.25640.1499V2/19.60.1499已知水深0.561.4已知水深1.4Es+V2/19.61.93641.5499Es+V2/19.63.1499s=(Es1-Es2)/(I-j)10.0980s=(Es1-Es2)/(I-j)未端起始点未端3368951329.02地面高程1126.531118.2419.7737199水平距离125.701329.18设计高程1126.531118.2420斜距：

28、s1273.00高差Es8.29开始计算0.04坡降I0.38.16Q3.973.972b2.52.50.61h0.540.530m001.22面积A（m2）1.35001.333.2200湿周X（m）3.58003.56000.3789水力半径R0.37710.37220.5236R2/30.52200.517437.4003CR1/2=R2/3/n37.282636.95866.6885V=Q/A2.94072.99620.031982J=V2/(CR)20.0062220.0065720.016401j平均0.0063970.023599I-j0.2936032.2825V2/19.60

29、.44120.45800.61已知水深0.540.532.8925Es+V2/19.68.73120.988010.9102s=(Es1-Es2)/(I-j) 26.3730开始计算渠渠道道各各特特征征值值1.11.1、输输入入基基本本数数据据渠道控制灌溉面积76（亩）渠道设计引水流量Q0.0076 （m3/s）渠道纵断面坡降i0.0002渠道粗糙系数n0.025边坡系数m01.2、水水力力最最优优断断面面尺尺寸寸的的计计算算渠道水深hm0.182（m）1.3、渠渠道道水水力力最最优优断断面面的的计计算算 根据水力最优断面的宽深比m=Bm/hm渠道最优底宽Bm0.36（m）渠道断面平均流速Vm

30、0.11（m/s）结论：不满足清水渠道不长草的不淤流速v=0.30.5m/s要求。1.4、实实用用经经济济断断面面水水力力计计算算表表a11.011.021.031.04h/hm10.8220.760.7180.683 当某一过水断面面积为水力最优断面面积m的1.011.04倍时， 相应的水深h就为其的0.8220.683倍。当a取1.01则h/hm取0.822经济水深h0.150（m）经济底宽b0.448（m）渠道断面平均流速V0.113（m/s）结论：不满足清水渠道不长草的不淤流速v=0.30.5m/s要求。1.5、加加大大流流量量设设计计续灌渠道加大流量的加大百分数设计流量（m3/s）3

31、00加大百分数（%）3530302525202015151010520020050501010221.8、水水工工建建筑筑物物级级别别划划分分工程等别永久性建筑物级别临时性建筑物级别主要建筑物次要建筑物13423434545555-一级跌水二级跌水P3P5.6Q103.53Q103.53渠底宽B16.6渠底宽B9hk1.58hk2.38H02.46H03.70E05.46E09.30E0/hk3.45E0/hk3.91c10.445c10.420c11.800c11.950hc10.70hc11.00hc12.85hc14.64消能坎顶水深H012.24消能坎顶水深H013.37H12.02H

32、13.08消能坎深C10.97消能坎深C11.79L014.12L016.80Fr3.37Fr3.67Lj16.97Lj26.96消力池长L17.70消力池长L28.37校核水位1332.955正常高水位1332P12Hmax0.955Hd0.91xy0.200.030.40.100.60.210.800.361.000.541.200.761.401.011.601.301.801.612.001.961.431.05y/hd=0.5(x/hd)1.85m(0.60.8)0.70y=1.002x0.85xc1.43yc1.05Hd+Zmax2.655反弧半径r2.655息烽县气象站逐月逐旬降

33、雨量表序号年份5月上旬5月中旬5月下旬6月上旬6月中旬6月下旬7月上旬1 1957-5847.230.14714.8131.9112.596.92 1958-5960.64623.720.567.7105.915.53 1959-6016063.837.944.3126.2239.265.74 1960-6167.6116.7102.316.983.290122.15 1-61-6213.263.651.7592.53.419.66 1962-6319.141.26645.36869.331.17 1963-645081.779.617.225.375141.78 1964-6575.24.3

34、16.487.830.5221.410.79 1965-6688.152.1105.145.148.959.122.410 1966-6725.482.2127.736.84154.649.211 1967-6838.784.712.841122.7101.731.612 1968-6924.1101.548.49.669.453.524.413 1969-7021.278.250.279.827.5167.360.514 1970-7125.682.528.968.112.422.812.515 1971-7230.799.395.572.426.4156.833.616 1972-7398

35、.561.918.511.532167.112.917 1973-7461.137.959.26792.3135.242.918 1974-7583.328.795.616.657.9171.638.319 1975-7693.95575.426.84475.74.320 1976-7779.865.91544.9104.854.517.421 1977-7839.275.6132.9138162914222 1978-7933.910844.140.8210.357.43.223 1979-8046.514.249.5106.552.564.969.224 1980-8165.929.913

36、9.769.2273.53585.725 1981-8215.472.810.524.11.4327.126 1982-8340.835.557.891.4105.4518.127 1983-8439.831.592.828.335.827.4105.828 1984-8528.799.699.824.17.5103.332.429 1985-8633.139.736.567.137.759.986.330 1986-872452.624.1111.5102.533.7104.431 1987-8817.161.511.249.3294856.732 1988-8935971.8086.586

37、.74133 1989-9041.442.313.7108.462.790.410.334 1990-918.541.8111.48.511962.46.135 1991-9250.215.818.487.167.852.4455.336 1992-9350.687.640.45161.970.932.137 1993-9457.144.35233.62729.29038 1994-9533.625.3120.730.144.764.433.239 1995-965265.1115.878.829.1193.2120.240 1996-973574.876.8234.730.9117.5187

38、.241 1997-9861.829.83429.434.92332.242 1998-9932.855.927.6101.3103.238.916.243 1999-200058.318.567.825.71.3134.6108.244 2000-200115.922.277.710653.85590.2均值47.355.261.056.167.284.461.17月中旬7月下旬8月上旬8月中旬8月下旬9月10月11月12月8.687.176.534.10136.285.293.439.883.135.962.5361.5148.7126.418.9252.81.15.342.40.5181

39、.96035.446.366.2107.924.10.48.170.636.745.92535.737.975.229.4123.4151.1136.3102.257.68.327.281.944.618.189.399.443.315.654.239.546.630.29077.3105.9114.335.6087.2119.545.847.9116117.762.1470.1109.654.21411.960.8136.231.431.215.54020.410.441.896.331.616.313.195.641.896.40.9150.19186.422.1135.40.355.11

40、7.690.855.4121.629.62076.421.271.77053.321.2155.370.810.6118.349.29.10136.8266.270.542.970.911.874.29556.921.8120111.645.635.7015.716.10.10231.1171.271.720.170.474.520.770.229123.656.460.515.666.39.186.695.160.9103.368.217.136.71.12.570.15342.693.676.19811.2124.518.920.870.70124.559.868.426.948.148.

41、86.941.174.796.6156.46810.493.13.221.31417.9101.7145.584.511.281.473.625.683.1102.2241.257.521.841.8102.943.621.965.915.953.1146.169.532.63786.57.74.221.4102.489.758.39.36.8144.396.495.33181.878.972.532.549.970.127.922.218.680.486.861.52155.476.641.291.639.6176.392.520.130.680.72235.776.245.659.753.

42、819.340.944.5324461.269.762.563.67.536.995.689.667.659.9160.2134.247.2530.970.529.10.5120.7135.654.15.113.524.9107.621.361.421.3127.558.932.718.514.78.636.80.7063.1102.763.51653.312.679.77.467.772.26661.116.140.129.504.31435.8151.24222.818.3189.646.82755.5104.743.731.611.48.545.634.862.26.4142.9153.

43、96642.32.519.63.183.810.383.6113.350.75.7103.93331.845.16.268.459.976.514.3183.216.533.2010.3197136.89.526.717.6101.763.247.44436.981.72721.9息烽县气象站逐月逐旬降雨量表140.373.263.779.894.898.499.942.815.541.137.362.741.848.774.7160.934.937.948.453.043.941.440.9111.699.453.024.81月2月3月4月累计21.738.45.7431150.125.66

44、1.632.664.3108917392748.51244.321.62254.1137.71219.123.510.220.7119.11135.311.821.312.562.8876.12329.830210.1135730.616.743.3951275.19.82519.198.11022.2932.729.670.8795.31512.418.889.61166.419.25.349.663.6994.418.823.738.989.61206.212.725.627.5133.81216.314.922.417.584.51226.622.214.136.481.31082.42

45、04.955.71851282.136.416.1232231333.831.811.125.3136.71028.220.431.547122.21117.914.96.511.844.51309.49.65.536.2571098.42818.159.8102.51339.92817.117.71671480.224.155.514.7147.3821.444.931.145.378.31265.110.718.220.893.7943.212.915.965.296.41209.717.11528.967.8810.142.324.620.480.31046.321.415.55.982

46、.41094.21536.450.557.5949.419.115.490.239.31007.347.62418.538.4792.331.535.536.9136.81423.841.845.619.342.7883.6228.495.282.31069.731.251.253.638.11088.720.23.131.8121.31203.247.819.338.6122.61424.323.312.52034.6948.735.71223.152.7940.8息烽县气象站逐月逐旬降雨量表2623.337.1141.31350.548.425.135.327.4109724.322.73

47、3.993.41123.1清镇市水文资料一、清镇市气象站历年逐月降雨量表表4-1单位:mm序号年 份一二三四五六七119772422.639.3121.9230.5426240.12197111.53829.7135.2206427.481.93199923.110.426.688.4134.1284.7412.74197215.214.638.397.4306.3221.297.55196525.325.458.1114.4226.4190.7196.56199619.410.846.141.9194.3381.4413.97196418.619.724.4223.3110.2368.612

48、1.58198510.616.126.757.8245.5340.2234.5919762511.530110.9220282.9208.910195712.5283958.7305.8251.5201.311197911.219.228.856.5184.9272.5354.212199238.83148.2140259.7342.7127.31319634.912.619.324.7267.3119.7480.714197323.316.13181.2158.1287.4214.215199520.837.332.152.8124.6309.4274.51619676.53424.4143

49、.611.3.1231.614817199161.48.946.934.759.1170.9538.1181959324928.687.4243.1383.653.619198015.520.821.3106.8249.6191.9213.520196110.724.839.2171.6153.652.9116.221199741.436.971.5133.1116.9148.3234.222198416.818.619.111.3.7218.6201.4104.123198231.172.213.6140.3119.1252.817.82419605.734.315.252.4170.840

50、2.6256.825199333.536.77.179.6139.4225.7277.226199837.81421.422.9137.3264.9278.527199423.614.754.350.7210.8237.163.52819697.93.326.765.9147.6270.1211.829198820.523.29.1126.8125.2271.2114.930198337.138.442.678.6171119.8188.931198612.519.72265.492.7256212.432197023.89.287.177106.6128.4256.733199021.612

51、41.458.8189.3355.8112.434197419.55.725.4164211.7161.7128.935197812.34.226.272.4255.6188.696.736195814.224.16.2136.2125.1181.596.637198719.814.814.159.669.2136.9257.73819891326.950.426.3115.2293.173.939196216.511.513.2208.765.6242.347.940197529.713.521.8115.6216.665.236.341196813.110.830.7119.6137.21

52、61.5136.442196612.89.14.858.3163.9160.994.943198113.123.9762.4111.2116.178.5合计887.6928.51308.93923.87295.710379.18106.1均值 20.64186 21.59302 30.43953 91.25116 169.6674 241.3744188.514八九十十一十二合计kk-1(k-1)219264.5205.83421602.71.360.360.1330188166.110838.348.61478.71.260.260.0671218.382.38158.17.21426.91

53、.210.210.046237.1341.6140.864.218.71392.91.190.190.0346210.564.7197.950.520.41380.81.180.180.0309103.918.452.77017.213701.170.170.0277237.160.279.853.748.51365.61.160.160.0265271.143.630.654.4151346.11.150.150.021440.3118.2192.240.919.41300.21.110.110.0115105.4129.346.366.742.31286.81.100.100.009212

54、8131.855.310.628.11281.11.090.090.008287.327.8130.212.518.11263.61.080.080.00583038.169.5137.8371241.61.060.060.0033246.189.940.843.98.31240.31.060.060.0031175.1118.737.143.612.31238.31.050.050.0030128.2224.145.774.918.81231.91.050.050.0024108.273.243.460.215.81220.81.040.040.001664.2159.256.618.336

55、.61212.21.030.030.0010126.639.3131.349.845.71212.11.030.030.0010156.696.2195.2112.770.81200.51.020.020.000546184.2141.714.323.511921.010.010.0002169.416169.320.337.31188.61.010.010.0001136.8164.453.678.616.91178.41.000.000.000060.27637.141.618.61171.31.000.000.000015711237.84514.71165.70.99-0.010.00

56、0117.8.640.9190.228.727.51163.70.99-0.010.000117.8.7120.514190.848.51155.20.98-0.020.0003239.542.27545.89.11144.90.97-0.030.0006212162.843.2211.91122.80.96-0.040.0019203.814591.460.921.81117.830.95-0.050.0023218.567.682.6574.91111.30.95-0.050.0029108.6156.145.735.457.91092.50.93-0.070.004927121.390.

57、54416.51090.60.93-0.070.0051214.971.441.819.420.91085.30.92-0.080.0058120.152.4116.794.410.410500.89-0.110.0112216.3136.689.212.210.810490.89-0.110.0114149.798.1174.346.54.91045.60.89-0.110.0120140.5107.3109.933.331.41021.20.87-0.130.0170124.482.983.714.413.6924.70.79-0.210.0452164.1108.356.783.37.6

58、918.70.78-0.220.0474清镇市水文资料一、清镇市气象站历年逐月降雨量表单位:mm107.134.276.344.711.7883.30.75-0.250.061570.329.586.81313.1717.40.61-0.390.151426111.378.964.36.4617.810.53-0.470.22465766.24473.23953.62085970.7 50500.941.0440134.0977 104.0279 91.94419 48.48837 22.574421174.44p=m/(n+1)0.02270.04550.06820.09090.11360.

59、13640.15910.18180.20450.22730.25000.27270.29550.31820.34090.36360.38640.40910.43180.45450.47730.50000.52270.54550.56820.59090.61360.63640.65910.68180.70450.72730.75000.77270.79550.81820.84090.86360.88640.90910.93180.95450.9773修文县年降雨资料年份降雨量mm年份降雨量mm年份降雨量mm19591038.519781283.219971386.519601099.619791

60、253.81998907.319611061.819801301.919991214.61962844.71981877.92000139319631296.11982115920011005.81964127519831043.12002118919651248.119841003.61966813.71985955.419671323.31986994.41968886.219871123.119691253.519881137.519701265.91989824.619711503.41990966.119721261.619911126.819731285.819921270.419