水文计算表
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工程水文与水力计算半图解法调洪计算表表D
33
176.399
34
177.393
35
178.268
36
179.031
37
179.694
38
180.267
39
12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 时间t（h）
辅助曲线计算表（Δt=1h）
q2（m³/s）
535.96 793.04
表中2个最大的q1，在辅助 至603.62（m³/s）间假设qm。⑴假设qm=Q2= 4.29）/1=（720.11-608）/Δt，
154.88 284.49 774.46 1550.51 2406.07
15.00 37.89 137.20 346.56 603.62
965.94 720.11 474.29 228.46 175.70 122.93 70.17 61.36 52.56 43.75 95.61 147.48 199.34 144.42 89.50 34.58 25.52 16.47
V1）/（793.04-608）,解得
将Δt，=0.46h，V1=1484.90
=（1667-1418）/（793.04代法假设q2=631.98m³/s带入开头进行试算
求出来的q2误差较小，即qm=627.17（m³/s） 37m
流量Q
800.00 700.00 600.00 500.00 400.00 300.00 200.00 100.00
马河水库Q-t与q-t过程线
144.422
18
148.060
19
151.687
20
154.992
21
157.882
22
【水文计算表】水文计算(带图)
稳定雨损Hs=汇流经验参数m ……0.582285主河道平均坡降J ……0.0346‰ Qm 洪峰流量…………设计洪峰流量Q 设…21.65518m 3/s 校核洪峰流量Q 校…36.29931m 3/s流域平均汇流速度V校核V=m*J 1/3*Qm 1/4………………………………………………0.465732P=0.5%设计V=m*J 1/3*Qm 1/4………………………………………………0.409309P=5%流域汇流时间τ…………………………………………………………321.1汇流时间计算： 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=0.1·H 24P ·F。
洪水总量计算：22.01θγ=m=0.278*L/V………………………………………………………… 1.569873P=0.5%设计τ=0.278*L/V………………………………………………………… 1.786277P=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)……………110mm Cv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Cv……………………………………………… 1.75Kp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)…………………………下Kp 设………………………………………… 1.99P=校核状态下Kp 校…………………………………………3.06P=H24p=110Cv=0.5Cs=3.5CvK p=0.5%=3.06K p=5%=1.99H24p=0.5%=336.6H24p=5%=218.9计及稳定雨损及附加雨损时：282.1699164.6863设计洪水总量：W p=5%29.81万m 3校核洪水总量：W p=0.5%51.07万m 3设计H24p=5%=计算结果校核H24p=0.5%=。
水文计算(10%)
221.587 3.905 4.285
225.384 3.797 3.797
229.080 3.696 3.696
(红色区域
内应扣除
初损
I0=22.5)
t/k
S(t)
-96.76 2.990
4.285 3.797 3.696
2.696 2.208 2.108
0.1 0.2 0.3 0.4
θ
0.5 0.9
6
H10点
H1点
H6点
H24点
7
25.72
72.44 134.82 229.08
8
表1-4
面雨系数
9
α10
α1
α6
α24
10
1
1
1
1
11
表1-5
面雨量计算成果表
12
H10面
H1面
H6面
H24面
13
25.72
72.44 134.82 229.08
14
表1-6
暴雨递减系数
15
n0
0.422
16
n1
0.653
17
n2
0.618
18
表1-6
各历时设计面暴雨计算表
19
10分≤t≤60分 1≤t＜6
30 Ht面 1.5 Ht面
48.55 25.74 20 83.37 72.44 21
6≤t≤24
总径流深Rt 稳损fc
6 Ht面 206.58
1.59
134.85 134.85 22 23 24
S(t)计算表
S(t-⊿t) u(⊿t.t) q(⊿t.t)
0
0.000
水文计算1
多年平均最大1小时雨量C v Cs/Cv频率Kp一定频率的年最大一小时平均雨强Sp多年平均最大24小时雨量H1平均（查表）P查表雨力Sp H24平均（查表）300.55 3.51% 2.9688.890300.55 3.52% 2.5877.490300.55 3.55% 2.16390300.55 3.510% 1.7251.690300.55 3.520% 1.3440.290300.55 3.550%0.8425.290雨力有两种算法，规范说，现在多年平均最大一小时降雨量都能查到了，不推荐用以前的方法了。
以前C v Cs/Cv频率Kp 一定频率的年最大24小时雨量暴雨递减系数一定频率的年最大一小时平均雨强Sp4平均（查表）P查表H24p n雨力Sp0.55 3.51% 2.96266.40.99258.0667830.55 3.52% 2.58232.20.99224.93658790.55 3.55% 2.11890.99183.08792040.55 3.510% 1.72154.80.99149.95772530.55 3.520% 1.34120.60.99116.82753020.55 3.550%0.8475.60.9973.23516816推荐用以前的方法了。
以前的方法就是绿颜色的方法。
黄色的方法就是规范上的方法。
径流系数主雨峰产生的径流深损失参数a查表2-7Hr=a*H24nμ0.55146.520.999.67E-230.55127.710.998.43E-230.55103.950.99 6.86E-230.5585.140.99 5.62E-230.5566.330.99 4.38E-230.5541.580.99 2.74E-23。
水文计算表
3211541693946177154169177593340833200561386302154399169518918015441695189180593340833200561386302154399169518918018952034179003131220003411520335101220349560316031033032适当调整时段分配系数并填入下表适当调整时段分配系数并填入下表适当调整时段分配系数并填入下表141413054803530315003900250024000000000400400000000030030000000002002019034000834802032340052390197188004193027148501249703073540083610304291006297015227201628801391600101710145139009147009817502019500850980131110091087011098007713802316100640740160890070067013080006010702713500480550180730055053015068004908803111900390450210660045043017060003806803510300290330230570034033019052002805003908900260300260560024023022044100020036043079100018021028049100017016024040110014025047072110012014031045110012011026037120004007051058120030035034068120003003028031130000000055055130000000036036130000000030030140000510511410001152034118614000028028150000470471500003103115000026026160000430431600002802816000024024170000390391700002602617000022022180000350351800002302318000019019190000310311900002102119000017017200000
水文计算(20%)
表1-1点雨量参数表Cv Cs P(0/0)H10分均18.60.27 3.5CvH1均45.30.35 3.5Cv1 H6均90.60.38 3.5Cv t H24均137.40.57 3.5Cv0表1-2Kp值成果表P(%)101 Kp10 1.362 Kp1 1.473 Kp6 1.514 Kp24 1.755表1-3点雨量计算成果表6 H10点H1点H6点H24点725.3066.59136.81240.458表1-4面雨系数9α10α1α6α241010.9870.990.99411表1-5面雨量计算成果表12 H10面H1面H6面H24面1325.29665.73135.44239.0114表1-6暴雨递减系数15 n00.46716 n10.59717 n20.59018表1-6各历时设计面暴雨计算表19 10分≤t≤60分30Ht面45.4520 1≤t＜6 1.5Ht面77.4121 6≤t≤24 6Ht面135.4822总径流深R t216.5123稳损fc 1.6324 S(t)计算表n1n2n t/k1t/k2S(t)10.9580.9540.0030.9580.979 S(t)20.9790.977瞬时单位线计算表(△t=1,tc=24设计雨型）a 2.136111t t/K S(t)S(t-⊿t)u(⊿t.t)q(⊿t.t) 000010.4370.00100.0010.002136120.8730.0090.0010.0080.01708893 1.3100.0380.0090.0290.06194724 1.7470.0850.0380.0470.10039725 2.1830.1640.0850.0790.16875286 2.6200.250.1640.0860.18370567 3.0570.3460.250.0960.20506678 3.4930.440.3460.0940.20079449 3.9300.5330.440.0930.198658310 4.3670.6160.5330.0830.177297211 4.8030.690.6160.0740.158072212 5.2400.7510.690.0610.130302813 5.6770.8030.7510.0520.111077814 6.1140.8460.8030.0430.091852815 6.5500.8780.8460.0320.068355616 6.9870.9110.8780.0330.0704917177.4240.930.9110.0190.0405861187.8600.9480.930.0180.03845198.2970.9610.9480.0130.0277694208.7340.9710.9610.010.0213611219.17010.9710.0290.0619472229.60711002310.04411002410.4801100 qt/k1t/k2t/k S(t)0.9540.977-0.7340.971S(t)计算表n1n2n t/k1t/k2S(t)10.9780.9730.0510.9750.977 S(t)20.9800.975瞬时单位线计算表(△t=0.5,tc=6设计雨型）a 4.272222t t/K S(t)S(t-⊿t)u(⊿t.t)q(⊿t.t) 000010.3010.2830.283 1.20920.6020.4760.2830.1930.82530.9040.6170.4760.1410.6024 1.2050.7190.6170.1020.4365 1.5060.7930.7190.0740.3166 1.8070.8480.7930.0550.2357 2.1080.8880.8480.0400.1718 2.4100.9180.8880.0300.1289 2.7110.9390.9180.0210.09010 3.0120.9550.9390.0160.06811 3.3130.9670.9550.0120.05112 3.6140.9760.9670.0090.038S(t)计算表n1n2n t/k1t/k2S(t)10.9990.9990.0290.9990.999 S(t)20.9990.999瞬时单位线计算表(△t=0.5,tc=3设计雨型）a 4.272222t t/K S(t)S(t-⊿t)u(⊿t.t)q(⊿t.t) 001 1.6778523490.7640.764 3.2642 3.3557046980.9890.7640.2250.9613 5.0335570470.9980.9890.0090.0384 6.7114093960.9990.9980.0010.00458.3892617450.9990.99900.000610.067114090.9990.99900.000711.744966440.9990.99900.000813.422818790.9990.99900.000915.100671140.9990.99900.0001016.778523490.9990.99900.0001118.456375840.9990.99900.0001220.134228190.9990.99900.000经验公式法R24216.51k10.545S1U 2.238k20.701S2n00.467k3 1.175S3n10.597k40.331θ8.306n20.590m0.780tc24.000m/θ0.094T25.370Qm150.489H面239.007τ0.845h185.284Q0 3.551t p 6.343Q总154.04Cr0.104ω36.000n0.033X18.000i0.009 1.801835 3.60367 3.4383 Q159.656319.31 2.5434159.6560.0046457ω23.940n0.030X16.590i0.005 1.801835 3.60367 Q69.114 2.543469.11469.48净雨过程计算表fc= 1.635流域参数表(△t=1,tc=24设计雨型）Ii=Ri-fc⊿t F234567.69Ht面h1h设Ri Ii地区综合参数表00000m(F＞30K㎡)65.72565.725 5.2800.0000.0000.92786.93321.207 5.4930.0000.000不考虑非线性改正K值表102.38315.450 5.0890.0000.000F＞30K㎡，j＞5‰114.98312.600 4.9150.0000.0000.90125.81510.832 5.7290.0000.000参数的非线性改正135.4759.660 5.996 2.2980.6631流域分类标准144.3038.828 6.647 6.647 5.012山区：j＞15‰或高程≥500米152.4138.111 6.299 6.299 4.664形状：依f=F/(L*L)值定159.9457.5327.0527.052 5.417扇形：f=F/(L*L)＞0.4166.9977.0527.5327.532 5.897一般：f=F/(L*L)=0.25-0.4173.644 6.6478.8288.8287.193长形：f=F/(L*L)＜0.25179.943 6.2998.1118.111 6.4762造峰雨强ip=Ht R/t R185.939 5.99610.83210.8329.197山区扇形:t R（小时）191.669 5.72912.60012.60010.965不属于上述情况的流域可按比例起值:tR 197.161 5.49321.20721.20719.572山区扇形:Ht R202.441 5.28065.72565.72564.090不属于上述情况的流域:HtR207.530 5.08915.45015.45013.815HtR212.445 4.9159.6609.6608.025ip217.202 4.756 4.611 4.611 2.9763雨强为10mm/小时的单位线m1（10），非线221.812 4.611 4.476 4.476 2.841 m1i(F＞30K㎡)226.289 4.476 4.352 4.352 2.717表1-10 λ1-θ(ip＜50m230.641 4.352 4.756 4.756 3.121 θ0.1 0.2 0.3 0.4 0.5 0.6 0.7 234.878 4.237 4.237 4.237 2.602 λ10.16 0.26 0.36 0.44 0.50 0.54 0.58 239.007 4.130 4.130 4.130 2.495表1-10 λ1-θ(ip＞50mm/小时，λ= (红色区域内应扣除初损I0=22.5) F＜20 20-100t/k S(t) λ20.3 0.25 -0.730.9734参数的非线性改正K值表F＞30K㎡，j＞5‰0.44K 2.29n 1.02700.0000.0000.0000.0000.0000.66300000000000000000000.000000000.0000000000.0000.001416277000000.0000.011330216000000.0000.041072032000000.0000.066565017000000.0000.11188588000000.0000.121799819000000.0000.135962589000000.0000.133130035000000.0000.131713758000000.0000.117550988000000.0000.104804495000000.0000.086392895000000.0000.073646402000000.0000.060899909000000.0000.045320863000000.0000.04673714000000.0000.026909262000000.0000.025492985 00000.0000.0184116010000.0000.01416277000.0000.04107203200.00000.00000 t/k S(t)-0.0140.976K 1.66n0.9514.477 4.8085.139 5.8017.13112.18624.1695.41316303.691662 5.81325902.6970183.96452 6.21335601.9510342.896359 4.2373777.01354901.4154562.0952383.09574.7830928.62196601.052028 1.5200752.2394433.4943835.87999814.7336100.765111 1.129785 1.624694 2.527851 4.2957510.0480129.22071015 0.5738340.821662 1.207543 1.8339313.1075647.34077619.9279048 0.4016830.6162470.878213 1.3630572.254507 5.31034914.55872838 0.3060450.4313730.658660.9913141.675647 3.85260610.53184606 0.2295330.3286650.4610620.7434861.218652 2.8634237.640751064 0.172150.2464990.3512850.520440.913989 2.08249 5.6789366020.1848740.2634640.3965260.639793 1.561867 4.1301357100.1975980.2973940.487461 1.093307 3.09760178300.2230460.3655960.832996 2.1683212480.2741970.624747 1.6520542840.46856 1.2390407130.929280535 t/k S(t)-15.130.999K0.298n0.5297.13125612.1862224.1685439.94928.926135 5.1165970 23.276260 6.8549239.775550 0.27419711.71478.885590 0.0304660.4685623.23201130.3933000.0520620.92928138.4011729.134710000.103253 1.5360478.58024716.7004600000.1706720.34321 4.918329000000.0381340.1967330000000.0218590000000000000000000000 000000000000000000 65.7300 65.020.00L J Jθ3.90.104508.306m(F≤30K㎡)n(j＞5‰)n(j≤5‰)1.558 1.027 1.674(50年一遇以下设计洪水)F＞30K㎡，j≤5‰F≤30K㎡，j＞5‰F≤30K㎡，j≤5‰10.55 1.520.932‰或高程≥500米山丘区：j=5-15‰丘区：j≤5‰0.51*L)=0.25-0.40.510.510.34丘区长形:t R（小时） 1.44况的流域可按比例起值:tR（小时） 1.0441.63丘区长形:Ht R75.6110分≤tR≤60分1≤tR＜66≤tR≤2467.14#NAME?#NAME?52.35位线m1（10），非线性改正计算0.447 m1i(F≤30K㎡)0.452＜50mm/小时，λ=λ1) θ 2.2122884393 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2以上θ36 0.44 0.50 0.54 0.58 0.60 0.61 0.62 0.63 0.64 2.2121-θ(ip＞50mm/小时，λ=λ2 ip大于100mm/小时起100mm/小时)101-500501-10001000以上0.20.150.1F＞30K㎡，j≤5‰F≤30K㎡，j＞5‰F≤30K㎡，j≤5‰0.270.440.275.012 4.664 5.417 5.8977.1930.010*******0.0856484080.00996266700.310475480.0797013360.0115716330.000.5031843990.2889173420.0925730660.010.000 0.8457780320.4682453480.3355773650.100.0150.920720390.7870506910.5438667630.370.1231.02778090.8567893590.9141590280.590.446 1.0063687980.9564160290.995160461 1.000.722 0.9956627470.936490695 1.110876793 1.08 1.214 0.8886022360.926528028 1.087733527 1.21 1.321 0.7922477770.826901358 1.076161893 1.18 1.475 0.6530691130.7372373560.960445561 1.17 1.444 0.5567146540.6077226850.856300861 1.05 1.429 0.4603601950.5180586820.7058696290.93 1.275 0.3425936330.428394680.601724930.77 1.137 0.3532996840.3188053430.497580230.650.937 0.203414970.328768010.3702922640.540.799 0.1927089190.1892906720.3818638980.400.661 0.1391786640.1793280050.2198610320.420.492 0.107060510.1295146710.2082893990.240.507 0.310475480.099626670.1504312320.230.29200.2889173420.1157163330.160.277000.3355773650.130.2000000.370.154000.000.44600.000.0000.000.0000.00039.9498.926 5.117 4.146 3.81548.30013507032.9396680910.79204418024.064731617.359945321 6.18616432017.40852925 5.376954872 4.218832911 5.013067012.6297173 3.889712035 3.082152541 3.418805 4.612970289.386952045 2.821947947 2.229642264 2.497676 3.145947936.826874215 2.097393744 1.617583603 1.80683 2.298335025.120155661 1.525377269 1.202258083 1.310837 1.662625333.584108963 1.1440329510.8743695150.974271 1.206218382.7307496860.8008230660.6557771360.7085610.896513662.0480622640.6101509070.4590439950.531420.652009931.5360466980.4576131810.3497478060.3719940.489007450.3432098850.2623108550.2834240.342305220.1967331410.2125680.260803970.1594260.195602980.14670224 Q地表Q地下Q总00.2828465420.2823.276262020.3591494323.6446.630472850.43545231847.0790.873793280.51175520591.39154.12433740.588058093154.7168.517216070.66436098169.1826.920004970.74066386927.665.4322102640.8169667566.250.2348675730.893269644 1.130.021*******.9695725320.990 1.04587542 1.050 1.122178307 1.120 1.198481195 1.200 1.274784083 1.270 1.351086971 1.350 1.427389858 1.430 1.503692746 1.50 65.725317 1.57999563467.31地下径流P(0/0)退水指数β净雨时段△t净雨历时t c时段△t之单位线底宽D0.0751263460.53 1.51起涨流量Q00.28284654 t 地面径流过程线底宽T41退水拐点之流量（地下径流洪峰值）Qg0.893272地下径流过程线3 t≤T Qt0.4354524 t＞T Qt#NAME?56789 P(0/0)净雨过程计算表fc= 1.63510 (△t=0.5,tc=3设计雨型）Ii=Ri-fc⊿t1112345612 t Ht面h1h设Ri Ii145.44908257.9487487.131256265.752726913.0037112.18622377.406382724.9860424.16854486.932736840.7666939.9492595.12216649.7436278.9261356102.382902 5.934088 5.1165976.4769.19710.96519.57264.09013.8158.025 2.9760.0000.0140.0000.1110.0200.0000.4010.1570.02300.6500.5700.1870.04180901.0930.9230.6790.3344710.1369040.0001.190 1.552 1.101 1.212458 1.0952330.03001.328 1.690 1.850 1.965018 3.9702180.2360.01714201.300 1.8862.0143.302903 6.4344910.8560.1371390.0063561.286 1.8472.2493.59556510.81542 1.3870.4971280.0508511.148 1.8272.202 4.01365411.77375 2.3310.8056910.1843341.024 1.6312.1783.93003613.14279 2.538 1.3542460.2987480.844 1.454 1.944 3.88822812.86898 2.833 1.4742430.5021510.719 1.198 1.733 3.47013912.73208 2.774 1.6456660.5466450.595 1.022 1.429 3.09385911.36304 2.745 1.6113810.6102080.4430.845 1.218 2.55034310.1309 2.449 1.5942390.5974960.4560.629 1.007 2.1740638.351148 2.184 1.4228150.5911390.2630.6480.750 1.7977837.119012 1.800 1.2685340.5275760.2490.3730.773 1.337885 5.886875 1.535 1.0456840.4703690.1800.3540.445 1.379694 4.38093 1.2690.8914020.3877370.1380.2550.4220.794369 4.5178340.9440.7371210.330530.4010.1960.3040.75256 2.6011770.9740.5485550.2733230.0000.5700.2340.543516 2.4642730.5610.5656980.2034030.0000.0000.6790.418089 1.7797530.5310.3257050.2097590.0000.0000.000 1.212458 1.3690410.3840.3085620.120770.0000.0000 3.9702180.2950.22285100.000000.8560.1714240.082632000.0000.4971280.06356300.00000.1843340.00000000 Q地表Q地下Q总00.282846540.285.4131630830.35914943 5.779.5049219370.435452329.9412.874893250.5117552113.3916.098318670.5880580916.6920.011452420.6643609820.6828.919541310.7406638729.6649.611914780.8169667650.43 83.113349530.8932696484.01 69.114496440.9695725370.08 56.05833144 1.0458754257.10 45.50295627 1.1221783146.63 37.59914682 1.198481238.80 27.25882558 1.2747840828.53 19.82037829 1.3510869721.17 14.41121214 1.4273898615.84 10.33399871 1.5036927511.84 7.500025099 1.579995639.08 5.229968133 1.65629852 6.89 3.204409483#DIV/0!#DIV/0!1.23125022#DIV/0!#DIV/0!0.670105313#DIV/0!#DIV/0!0.355029129#DIV/0!#DIV/0!0.146702235#DIV/0!#DIV/0!净雨过程计算表fc= 1.635(△t=0.5,tc=6设计雨型）Ii=Ri-fc⊿t23456Ht面h1h设Ri Ii45.44908 5.294737 4.47765.75273 5.625658 4.80877.41 5.956579 5.13986.93 6.618421 5.80195.127.9487487.131102.3813.0037112.186108.9524.9860424.169114.9840.7666939.949120.589.7436278.926125.81 5.934088 5.117130.75 4.963816 4.146135.475 4.632894 3.815雨型见表92.841 2.7173.121 2.602 2.495∑Q地表Q地下Q总00.2828470.2800.4354520.4400.5880580.5900.7406640.7400.893270.890 1.045875 1.050 1.198481 1.200.001416 1.351087 1.350.022036 1.503693 1.530.136683 1.656299 1.790.468313 1.808904 2.281.009157 1.961512.971.887533 1.96151 3.852.889633 2.114116 5.004.099753 2.266722 6.375.388617 2.4193277.816.906698 2.5719339.488.705013 2.72453911.4311.62043 2.87714514.5016.09644 3.02975119.13020.49335 3.18235623.68 0.00607025.67075 3.33496229.01 0.0485570.005804027.66485 3.48756831.15 0.176020.0464350.006667029.11424 3.64017432.75 0.2852740.1683280.0533390.005558028.58937 3.79277932.38 0.4795030.2728070.1933550.0444650.00532927.66101 3.94538531.61 0.521990.4585480.3133690.1611840.04262925.42575 4.09799129.52 0.5826870.4991780.5267260.261230.15452923.08442 4.25059727.34 0.5705480.5572220.5733980.4390880.25044320.28518 4.40320224.69 0.5644780.5456140.6400720.4779950.42095817.66778 4.55580822.22 0.5037810.5398090.6267370.5335760.45825814.99402 4.70841419.70 0.4491540.4817650.620070.5224590.51154412.39113 4.8610217.25 0.3702490.4295260.5533960.5169010.50088710.95607 5.01362615.97 0.3156220.3540680.4933890.4613210.4955588.171532 5.16623113.34 0.2609950.3018290.4067120.4112980.442273 6.964653 5.31883712.28 0.1942290.2495890.3467060.3390430.394315 5.467646 5.47144310.94 0.2002990.1857410.2866990.289020.325044 4.681274 5.62404910.31 0.1153230.1915450.2133570.2389970.277086 5.524486 5.77665411.30 0.1092540.1102840.2200250.1778590.229129 1.956418 5.929267.89 0.0789060.1044790.1266810.1834170.170515 1.224689 1.22 0.0606970.0754570.1200140.1056030.1758430.7219480.72 0.176020.0580440.0866760.1000450.1012430.5220290.5200.1683280.0666740.0722550.0959150.4031710.40000.1933550.0555810.0692720.3182070.320000.1611840.0532860.214470.21 0000.1545290.1545290.1500000000000。
xx水库水文计算
（一）径流计算1、多年平均径流量计算本流域无实测流量资料，但有常系列降水资料，经查《延安地区实用水文手册》得，多年平均径流深y=100毫米，已知 F=55.4,则多年平均径流量W=100®y XF=100（K 100X 55.4=554 万方。
2、设计年径流量计算从《延安地区实用水文手册》查出流域内多年平均径流深为100毫米，变差系数 Q=0.56，采用C s=3Q计算出不同频率的设计年径流量：不同频率年径流量一览表表2-1 单位：毫米万立方米（二）设计洪水1、洪峰流量计算经实地勘查，该流域属黄土林区。
①汇水面积相关法Q5O=K N F N K N=3.58 N=0.74 F=55.4=3.58 X 55.4 0.74=69.84 QooWF”（m/s）K N=6.32N=0.74. F=55.4=6.32 X 55.4 0.74=123.29 (m/s )②综合参数法a.设计点、面暴雨推算公寨沟流域面积 F=55.4平方公里，小于100平方公里，故设计历时取6小时，由《延安地区实用水文手册》附图6-3 至6-10分别查出该流域几何中心处各历时点雨量统计参数，见表一。
表按表一的参数，以 Cs=3.5Cv查皮尔逊川型曲线模比系数Kp,求的50年一遇，500年一遇20分钟、1小时、3小时、 6小时的点雨量 Htp=KpHt列入表二、第 5、7栏，由《延安实用水文手册》表6-2 ,查得线型拟合参数 a、b填入表二2、 3栏，应用式a =1/ (1+aF) b计算点面系数填入表二第 4栏，计算各历时的面雨量 Ht面=aX Ht列入表二6、8栏。
50、500年一遇设计点、面雨量计算表:表二Qo=CN FP YH ? NC=0.24 N=50 F=55.4a =0.22 B =0.74 Y =0.04 n =0.41=67.30(m 3/s)Q°0= CN aF”H n N=0.24 X 5000.22X 55.40.74X 0.33 0.04X 135.72=131.62(m 3/s)以上两种计算方法所得洪峰量比较接近，故取 Q°=69.84(m 3/s)，Q°0=131.62(m 3/s)。
广东省水文计算通用
设计洪水计算
0.65 广东5区24小时时段分配表 的估算 时段 H6% （H24-H6）% 设计毛雨
面/H6p面)/lg6=
1 4.8 5.2 8.0 -2.8 6.2 6.7 8.0 -1.3
2 9.4 10.2 8.0 2.2
3
0.325 Sp=H1p面＝ 90.1
损失 净雨
τi/τ τi（小时） Qi/Qm Qi 相应时刻(时) 正常水位= 溢洪道净宽B= 综合流量系数M=m0ε＝ 流量Q＝ 堰顶水头H0＝ 校核水位= 校核坝顶需求高程＝ H= h= q= 21.60 3.2146 258 45 0.502 290.6 228.5696283 2.02 260.02 260.39 261.2 3.2 572.49 594.09 1.970033558 -79.11 2.39
305.00
300.00
0.056475 0.0106993 4.76 14.08 307.204411 307.4065988 12.7128 14.00 14.08 14.93 17.41 22.00 27.35 4.03908 4.76 4.896 5.49 7.17 10.42 13.25 16.75 18.76 18.98 20.42 24.58 32.42 流量关系曲线 318 316 314 312 310 308 306 304 0.00 10.00 20.00 30.00 40.60 306.1 307.2 307.4 308.2 310.2 313.2 316.2
18 2.6 2.8 8.0
19 4.4 4.8 8.0
20 3.9 4.2 8.0
21 2.9 3.2 8.0
22 1.5 1.6 8.0
23 2.4 2.6 8.0
水文计算算例
水文计算算例This manuscript was revised by the office on December 10, 2020.河槽平均水深(m)河槽最大水深(m)河槽水面宽度(m)71河槽过水面积(㎡)5 河流断面图3）.桥长计算河槽宽度计算公式cncpjBQQKL3⎪⎪⎭⎫⎝⎛=式中：设计流量pQ= (m3/s)设计洪水河槽流量cQ= (m3/s)河槽宽度c B=系数K和指数3n，该河段属于稳定河段，9.0,84.03==nK可求得L=。
本桥跨径设置主要受地形影响，采用跨径35×20m组合箱梁，综合考虑角度、桥墩布置等因素，桥跨布置满足设计洪水频率的泄洪要求，水文不控制跨径布置。
3）.桥长计算 河槽宽度计算公式c n c pj B QQ K L 3⎪⎪⎭⎫ ⎝⎛= 式中： 设计流量pQ = (m3/s)设计洪水河槽流量c Q = (m3/s) 河槽宽度cB =系数K 和指数3n ，该河段属于稳定河段，9.0,84.03==n K可求得L=。
本桥跨径设置主要受地形影响，采用跨径18×20m 组合箱梁，综合考虑角度、桥墩布置等因素，桥跨布置满足设计洪水频率的泄洪要求，水文不控制跨径布置。
4）. 冲刷计算 ⑴河槽一般冲刷由于公式64-1修整式对大颗粒土质计算值偏大，对稳定性河槽计算值偏大，而本河流属于河槽稳定，河床土质主要为粒径较小的沙砾，因此采用64-2简化公式计算河槽一般冲刷：。
安徽省水文计算
起始行号
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 max Σ(m3/s) 洪量(万 m3) 净雨深 (mm)
频率
重现期
水库各频率设计洪水过程线（未经洪峰修正 的成果）
n
37.2 44.6 49.3 53.7 0.70 0.70 0.70 0.70
49.3 53.7 53.7
k
1.20 0.90 0.80 0.70
14
0.80 14 81 1.3 9.4
21.6 33.7 45.8 56.6 68.7 83.5 99.7 154.9 408.2 664.2 571.2 363.7 214.2 137.4 102.4
428.7 525.7 11
244.6 299.9 12
165.9 203.4 13
133.3 163.5 14
117.0 143.5 15
108.4 132.9 16
98.8 121.1 17
1.20 18 81 0.0 1.5 3.4 6.4 9.8
13.3 17.2 21.1 26.0 37.3 84.5 157.7 182.8 161.7 124.8 91.4 66.8
7.1 3.5 2.4 1.2 0.0 1261.8 6490.1
2336.4
212.4
P=2%
1/50
6490.1
6490.1 6490.1
0.60 80.00 0.60 80.00
0.53 0.39 0.70 0.53 0.37 0.70
0.87 0.77
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10
1.00 0.00 0.79 0.30 23.25
T 试算H0 ε
q
Q △V V
0
1.00 0.00 0.03
19.06
1 0.072 0.99 0.07 2.39 0.42 19.48
2 0.235 0.98 0.38 3.61 1.00 20.48
3 0.364 0.97 0.72 1.71 0.76 21.24
200年
时段T 试算H0 ε 泄量q 入库Q △V 库容V
0
1.00 0.00 0.04
19.06
1 0.104 0.99 0.11 3.48 0.61 19.67
2 0.333 0.97 0.63 4.97 1.39 21.06
3 0.510 0.96 1.19 2.88 1.08 22.14
4 0.583 0.95 1.44 1.95 0.40 22.54
CS
偏态系数
3.5
θ
流域地理参数
2.58
m
流域汇流参数
0.23
备注
可由地图上量得
J=【(h0+h1)l1+(h1+h2)l2+…+hn-1+hn)ln-2h0L 查图
查图(取0.45~0.48) 查表十一
小流域取α=1.0 查产汇流一致区分区图
一般取CS=3.5
θ=L/(F1/4j1/3) m=0.145θ0.489
二十四 P=10% 0.79 0.79 0.81 0.81 0.81 0.81 2.39
二十五 P=0.5% -23.09 -21.17 -19.22 -17.26 -15.30 -13.35 -7.56 R总 二十六 P=5% -23.94 -22.87 -21.79 -20.70 -19.61 -18.53 -15.32
第二步：根据CV值查表(二)求不同频率的24小时点雨量及面雨量 (CV=0.45、α
P(%)
0.50 5.00 10.00
KP H24点(mm)
2.79 1.88 1.60 295.74 199.28 169.60
根据表二查Kp
H24面(mm) 295.74 199.28 169.60
第三步：根据H24面及F查图求n2、
选取四组靠 近起调水位 的数值。
V(万 H(m) ΔH(m) m3)
281.4 282.4 282.9 283.4
-1.00 0.00 0.50 1.00
12.82 19.06 22.9 27.16
1 0.2 k
H0 B
qm m B
2g
H0
3 2
V2
V1
(Q1
Q2 2
q1
当发现水位值变小 时，停止试算。
5 0.614 0.95 1.55 1.61 0.10 22.64
6 0.625 0.95 1.59 1.35 -0.03 22.61
7 0.624 0.95 1.59 1.19 -0.12 22.49
8
1.00 0.00 1.03 0.11 22.61
20年 10年
9
1.00 0.00 0.89 0.35 22.95
4 0.418 0.97 0.89 1.11 0.22 21.46
5 0.443 0.96 0.97 0.89 0.03 21.49
6 0.452 0.96 0.99 0.73 -0.06 21.43
7 0.453 0.96 1.00 0.66 -0.11 21.32
8 0.448 0.96 0.98 0.57 -0.14 21.18
4
0.098 1.75 0.20
5
0.077 1.38 0.23
6
0.060 1.07 0.27
7
0.049 0.88 0.31
8
0.038 0.68 0.35
9
0.028 0.50 0.39
10 0.020 0.36 0.43
11 0.014 0.25 0.47
12 0.004 0.07 0.51
10
4.49 173.93 17.39 1.22 115.99 11.60 1.67 98.42 9.84
11
2.14 176.07 16.01 2.25 118.24 10.75 1.67 100.10 9.10
12
4.05 180.12 15.01 2.25 120.49 10.04 1.12 101.22 8.44
说明：
自行输入内容 自动生成内容 红色字 注意内容
第一步：输入原始数据
符号
名称
数值
F
流域面积(m2)
0.34
L
河长(km)
0.75
J H24点 CV
ψ
坡降
0.0552
流域中心24小时点雨量 (mm)
106.0
变异系数
0.45
产流系数（R上/R总） 0.70
α
点面折算系数
1.00
I0
降雨初损(mm)
25.0
P(%) 0.5
5
n2 0.616 0.636
n3 0.776 0.818
10 0.644 0.842
第四步：求不同频率暴雨二十四小时的时程分配
P(%)
0.5
5
10
最大1小时 108.95 80.66 71.99
最大3小时 最大6小时 最大12小时 最大24小时
166.13 216.79 253.21 295.74
1
76.27 76.27 76.27 56.46 56.46 56.46 50.39 50.39 50.39
2
23.94 100.20 50.10 16.60 73.06 36.53 13.36 63.75 31.87
3
16.09 116.29 38.76 11.16 84.22 28.07 9.70 73.45 24.48
6.00 5.00 4.00 3.00 2.00 1.00
P=0.5%
14.00 12.00 10.00
8.00 6.00 4.00 2.00
1.00
0.00 0
-1.00
20 Qi QT0
40
Qi+Q0
4.00
2.00
0.00 -2.00 0
4、试算最高洪水位
起调水位(m) 正常库容(万 溢洪道宽B(m) 侧收缩系数σ 流量系数m
Qm2 5.61 τ2 1.544
第三 次试算 设t3值(t3=τ2) 1.544 查图求Rt/t 59.33
3、求洪水过程
Qm3 5.61 τ3 1.544
检验τ3是否等于τ2
是
R上 189.52
F
ΣQi Qm/ΣQi
0.34 17.90 0.313
根据Qm/ΣQi的值查表(十二)中峰量 0.31 适当调整时段分配系数，并填入下表
二十七 P=10% -24.21 -23.42 -22.61 -21.80 -20.99 -20.18 -17.79
R上=0.7R
二十八 P=0.5% 二十九 P=5%
总
三十 P=10%
第六步：求不同频率洪水过程 1、时段净雨强度计算表
P=0.5%
P=5%
P=10%
R上大-小 ΣR上 Rt/t R上大-小 ΣR上 Rt/t R上大-小 ΣR上 Rt/t
4.50 4.50 4.60 4.60 4.60 4.60 13.60 1.91 1.91 1.96 1.96 1.96 1.96 5.78 1.06 1.06 1.09 1.09 1.09 1.09 3.21 0.79 0.79 0.81 0.81 0.81 0.81 2.39
二十二 P=0.5% 1.91 1.91 1.96 1.96 1.96 1.96 5.78 Ht 二十三 P=5% 1.06 1.06 1.09 1.09 1.09 1.09 3.21
13 0.000 0.00 0.55
14
0.00 0.51
15
0.00 0.47
16
0.00 0.43
17
0.00 0.39
18
0.00 0.35
19
0.00 0.31
20
0.00 0.27
21
0.00 0.23
22
0.00 0.20
23
0.00 0.16
24
0.00 0.12
25
0.00 0.08
7
7.80 159.56 22.79 3.43 109.51 15.64 2.04 93.88 13.41
8
5.17 164.73 20.59 2.70 112.21 14.03 1.94 95.82 11.98
9
4.72 169.45 18.83 2.56 114.77 12.75 0.93 96.75 10.75
8
二
H1
三 P=0.5% 四 P=5%
五 P=10%
H3-H1
六 七 P=0.5% 八 P=5% 九 P=10%
H6-H3
十 十一 P=0.5% 十二 P=5% 十三 P=10%
H12-H6
十四 十五 P=0.5% 十六 P=5% 十七 P=10%
H24-一 P=10%
地面径流过程底宽为(小时) Qm地 ΔQm
14 0.548 0.039
根据Qm/ΣQi的值查表(十二 适当调整时段分配系数
Q Q
P=0.5洪水过程计算表
Δt(1小时) Qm/ΣQi Qi
Q0
0
0.000 0.00 0.04
1
0.190 3.40 0.08