洪水计算推理公式法
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29.925 89.96 176.7 224.25
25.9 78.52 151.05 188.6
F1/4
θ
m1
m2
1.298164071 7.729762168 0.4826286 0.2398
K5%
22.05 1.57 65.52 1.67 123.5 1.95 151.8 1.99
S3p
140.966
τ0
τ0n3
5.00% 10.00% 20.00% 50.00%
140.966 119.816 97.960 65.537 129.857 113.369 94.591
1.780219547 1.854055668 1.949796115 2.155909296 1.817128624 1.879872864 1.966932256
设计洪水过程线(t=1-6h)
x 0 0.11 0.15 0.2 0.245 0.315 0.4 0.495 0.6 0.7 0.815 0.985 1.235 1.64 2.1 2.58 3.85
<0.1m³/s,忽略不计
设计洪水过程线图:
60.00
t=1/6-1h
50.00
40.00
30.00
20.00
10.00
0.00 0.00
P=0.33 %
5.00
10.00
15.00
20.00
25.00
30.00
防洪治理 设计短历时暴雨Htp(mm)
P=10%
24.5 76.44 155.8 190.9
P=20%
P=50%
21.35 65.52 125.4 151.8
16.625 48.36 82.65 98.9
J(‰) 38.9
J1/3 0.338831049
暴雨公式指数及参 数(只有24h值)
P=5%
P=10% P=20% P=50%
n1p
0.358
0.365 0.374 0.404 0.386 0.381 0.392
n2p
0.577
0.603 0.638 0.701 0.623 0.635 0.646
2.078799957 2.19202316 2.342446173 2.669534844 2.123751912 2.223212786 2.361587821
1.85933025394 1.95384215332 2.08315544149 2.35082572475 1.86583163856 1.95618628919 2.07806339406
0.81 0.85
Htp
527.93 455.35
t=1/6-1h
Qp
Wp(万m³)
48.13 41.34
121.44 109.92
Tp(h)
16.62 16.62
径流系数α
0.82 0.81
P=20% P=50%
0.84 0.83 0.85 0.83 0.79
相应频率 历时
T0.33% T3.33%
P=0.33%
t
Q
0.00
0.00
0.77
2.41
1.05
4.81
1.40
9.63
1.72
19.25
2.21
28.88
2.81
38.51
3.47
45.73
4.21
48.13
4.91
45.73
5.72
38.51
6.91
28.88
8.66
19.25
11.50
9.63
14.73
4.81
18.10
2.41
27.00
μp
4.192 3.868 3.484 2.864 3.927 3.661 3.366
0.063507518 0.067829528 0.073018902 0.086550274 0.058576854 0.063220892 0.071747338
设计洪水计算(n2试算)(t=1-6h):
P
S2p
n3p
0.848
0.853 0.862 0.871 0.828 0.840 0.851
S1p
86.840
76.440 65.520 48.360 89.960 78.520 65.520
S2p
86.845
76.444 65.523 48.362 89.965 78.524 65.523
流域产流参数u u(均值)
718.93
5.0880626
684.45 718.93
241.0035211 253.1443662
ψ
τ
τn1
0.93014173 0.925387519 0.919679207 0.904794699 0.93556546 0.930457019 0.921077928
-0.274557823 2.1952206 -0.275104022 2.280396 -0.275803928 2.3885066 -0.278095567 2.6297612 -0.276682603 2.1836386 -0.276322519 2.2683942 -0.277180269 2.3978967
2.260327549 2.361182231 2.494236721 2.783026483 2.261852989 2.361796347 2.500035921
1.60111541376 1.67824173631 1.79117620134 2.04911190254 1.66311217228 1.72569480362 1.80789052716
380.32 258.10 505.55 447.14 361.55
34.35 23.37 49.16 42.22 33.81
Wp/Qp Wp/Qp
7.013985719 7.236434991
90.73 60.84 122.04 105.40 81.12
16.62 16.62 16.62 16.62 16.62
设计洪水计算(n1试算)(t=1/6-1h):
P
S1p
τ0
τ0n1
5.00% 10.00% 20.00% 50.00%
86.840 76.440 65.520 48.360 89.960 78.520 65.520
2.009425647 2.07453958 2.156047986 2.326110393 1.991771588 2.060662282 2.156047986
119.816 97.960 65.537
129.857 113.369
94.591
点面折 减系数
25
74.3
6h
1 0.9776507
24h
1 0.9907973
100 0.966 0.986
底堡 建和
水文比 拟法 km2
511
74.300
1280 353.93
2 3170
876.54
5 2600
μp
4.192 3.868 3.484 2.864 3.927 3.661 3.366
0.077292667 0.084909006 0.095235117 0.121340429 0.072589462 0.080455532 0.092865475
设计洪水计算(n3试算)(t=6-24h):
P
S3p
0.8 0.79 0.78 0.77 0.76
T0.33%
T3.33%
设计洪水过程线(t=1/6-1h):
x 0 0.11 0.15 0.2 0.245 0.315 0.4 0.495 0.6 0.7 0.815 0.985 1.235 1.64 2.1 2.58 3.85
y 0 0.05 0.1 0.2 0.4 0.6 0.8 0.95 1 0.95 0.8 0.6 0.4 0.2 0.1 0.05 0
1.325 1.351 1.385 1.478 1.352 1.366 1.409
Qp
48.13 41.34 34.35 23.37 49.16 42.22 33.81
验算
Qm
2.63 2.54 2.42 2.20 2.65 2.55 2.41
m, 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027
0.00
基流计算: Q0
0.039101488
P=33.3% t 0.00 0.80 1.09 1.45 1.77 2.28 2.89 3.58 4.34 5.07 5.90 7.13 8.94 11.87 15.20 18.67 27.86
Q 0.00 2.46 4.92 9.83 19.67 29.50 39.33 46.71 49.16 46.71 39.33 29.50 19.67 9.83 4.92 2.46 0.00
μp
4.192 3.868 3.484 2.864 3.927 3.661 3.366
0.055297256 0.06306905 0.074084086 0.102725567 0.056419757 0.063169909 0.073941063
各相应时段洪水总量计算:
频率
P=5% P=10%
径流系数 α
1.625 1.708 1.829 2.112 1.689 1.756 1.846
Qp
38.60 32.04 25.32 15.66 38.70 32.18 25.16
验算
Qm
2.49 2.38 2.24 1.99 2.49 2.38 2.24
m, 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027 0.482445027
ψ
τ
τn3பைடு நூலகம்
0.939173019 0.930624045 0.918507506 0.887001876 0.937938268 0.930513101 0.918664831
-0.317211817 2.1205969 -0.317806968 2.2426882 -0.318692575 2.4067716 -0.319541838 2.7738047 -0.315267786 2.167087 -0.316440153 2.274461 -0.317577912 2.4260771
2.152004077 2.23226508 2.33398045 2.557602622 2.143766558 2.223661232 2.343873266
1.31548104711 1.34059057424 1.37326757442 1.46154094753 1.34199789663 1.35596103633 1.39669896699
1.891 1.992 2.132 2.431 1.897 1.994 2.126
τ0
τ0n2
5.00% 10.00% 20.00% 50.00%
86.845 76.444 65.523 48.362 89.965 78.524 65.523
2.009396857 2.074511645 2.156021519 2.326086818 1.99174616 2.060636787 2.156022141
工程名称:
暴雨参数: 流域特征值
时段(h)
1/6 1 6 24
暴雨均值
(mm)(查水 Cv(查水文图册)
文图册)
17.5
0.3
52
0.35
95.00
0.48
115.00
0.5
Cs/Cv
3.5 3.5 3.5 3.5
P=5%
27.475 86.84 185.25 228.85
F(km2) 2.84
L(km) 3.4
ψ
τ
τn2
0.914978066 0.906600093 0.895241371 0.866525528 0.920151592 0.911498915 0.897847978
-0.292157242 2.3197732 -0.294344283 2.4303226 -0.297417946 2.577695 -0.303113688 2.9065424 -0.296143142 2.3182868 -0.297166182 2.4277365 -0.298173545 2.5816653
1.14
3.366
θ=30-300
确认使用m1还 是m2
汇流参数m(公式
查水文手册)(据
θ
θ=1-30
θ值定公式)
m1=0.318θ
0.204
m
7.729762168
0.482628552
θ=30-300
确认使用m1还 是m2
m2=0.055θ0.72 m1 or m2
0.239796204 0.482628552
(公式查水文手 u=3.6F^(-
Cv
册)
0.19)
u5% u10%
u20%
u50%
2.952378379
0.23
汇流参数m(公式
查水文手册)(据
θ
θ值定公式)
θ=1-30
Cs/Cv
Kp
up
1.42
4.192
1.31
3.868
1.18
3.484
3.5
0.97
2.864
1.33
3.927
1.24
3.661