PropagacaoPassoAPasso
15
Curva IDF - Denardin e Freitas (198 L (km) 0.75 a 274.09 dH (m) 6 b 0.28 S (m/m) 0.008 c 6 tc (min) 20.45372 d 0.56 L (km) 3 dH (m) 15 C 0.55 S (m/m) 0.005 Tr (anos) 5 tc (min) 71.27623 Área (km2 0.53 I (mm/h) 69 23.4 I (mm/h) 68.7 12.9 37.7 Qp (m3/s) 5.6 _ =0 ^0,77/
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Transcript of PropagacaoPassoAPasso
Curva IDF - Denardin e Freitas (1982) L (km) 0.75a 274.09 dH (m) 6b 0.28 S (m/m) 0.008c 6 tc (min) 20.45372d 0.56
L (km) 3dH (m) 15
C 0.55 S (m/m) 0.005Tr (anos) 5 tc (min) 71.27623
Área (km2) 0.53I (mm/h) 69 23.4 I (mm/h) 68.7
12.9 37.7Qp (m3/s) 5.6
𝑡_𝑐=0,0663 𝐿^0,77/𝑆^0,385
𝑡_𝑐=0,0663 𝐿^0,77/𝑆^0,385
Sub-bacia Área (km2) C L (km) dH (m) S tc C.A I (mm/h) Qp P (mm) Pef (mm)SB1 0.50 0.55 0.75 6.0 0.0080 20.5 0.275 59.2 4.5 20.2 11.1SB2 0.30 0.65 0.40 2.0 0.0050 15.1 0.195 59.2 3.2 14.9 9.7SB3 0.42 0.70 0.47 2.5 0.0053 16.7 0.294 59.2 4.8 16.5 11.5SB4 0.85 0.45 1.10 8.0 0.0073 28.5 0.383 59.2 6.3 28.1 12.7
1.147 18.9Curva IDF - Denardin e Freitas (1982) 18.859a 274.09b 0.28c 6d 0.56Tr 5
Sub-baciaÁrea (km2) C L (km) dH (m) S tc (min)SB1 0.50 0.55 0.75 6.0 0.0080 20.5
t'p (h) 0.2 12td (h) 0.3 20tb (h) 0.5 33qp 5.01 --> para 10 mm de chuva
tempo (miQ (m3/s)0 0
12.4 5.01 --> para 10 mm de chuva32.9 0
'
08,2
pp t
AQ c
dp t
tt 6,0
2'
0 5 10 15 20 25 30 350
1
2
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4
5
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cd
p tt
t 6,02
'
0 5 10 15 20 25 30 350
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Chuva de projetoDados iniciais - projetista Parâmetros da chuva
C ou CN 94 a 274.09tc 20.5 aula passada b 0.28Dt 4 min c 6
d 0.56Tr (anos) 5 aula passada
S 16.21 mmIa 3.24 mm
Chuva de projeto Precipitação efetivatempo (min) I (mm/h) P (mm) DP (mm) Pproj (mm)Pacum (mm)Pef-acum Pef (mm) Perdas (mm)
4 118.5 7.9 7.9 2.8 2.8 0.0 0.0 2.88 98.1 13.1 5.2 4.0 6.8 0.6 0.6 3.3
12 85.2 17.0 4.0 7.9 14.7 4.7 4.1 3.816 76.2 20.3 3.3 5.2 19.9 8.4 3.7 1.520 69.4 23.1 2.8 3.3 23.1 11.0 2.5 0.7
S0,8 P
2S)0,2 - (PefP
254CN
25.400S
56,0)6(
09,27428,0
t
Ti R
1 2 3 4 50.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
Pproj (mm) Perdas (mm)
Hidrograma Unitário (1 cm) duração Pef (mm)t'p 12 tempo 4 0.0td 20 0 0 8 0.6tb 33 12 5.01 12 4.1qp 5.01 32 0 16 3.7
20 2.5
ConvoluçãoHU Pef (cm) Qproj
tempo (minq (m3/s) 0.06 0.41 0.37 0.25 (m3/s)0 0.0 0.00 0.004 1.7 0.11 0.00 0.118 3.3 0.21 0.68 0.00 0.90
12 5.0 0.32 1.37 0.62 0.00 2.3016 4.0 0.25 2.05 1.23 0.42 3.9620 3.0 0.19 1.64 1.85 0.85 4.5324 2.0 0.13 1.23 1.48 1.27 4.1128 1.0 0.06 0.82 1.11 1.02 3.0132 0.0 0.00 0.41 0.74 0.76 1.9136 0.00 0.37 0.51 0.8840 0.00 0.25 0.2544 0.00 0.00
0 5 10 15 20 25 30 35 40 45 500.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
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0 5 10 15 20 25 30 35 40 45 500.00
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1.00
1.50
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4.50
5.00
DADOS Hidrograma Entrada
Orifício Vertedor tempo (min) Qe (m3/s)D (m) 0.2 L 1 0 0.0
Cd 0.6 C 1.7 4 0.1Eixo Orifício 110 Cota soleira 125 8 0.9Cota inicial 110.2 12 2.3área orif. 0.031 16 4.0
20 4.5DADOS BATIMETRIA Curva auxiliar 24 4.1
Reservatóriof1
28 3.0Cota Volume (m3) Vazão (m3/s) 32 1.9110 0 0.00 0.0 36 0.9115 200 0.19 1.9 40 0.3120 800 0.26 6.9 44 0.0121 1100 0.28 9.4 48 0.0122 1800 0.29 15.3 52 0.0123 2200 0.30 18.6 56 0.0124 3000 0.31 25.3 60 0.0125 3800 0.32 32.0 64 0.0126 4800 2.03 42.0 68 0.0128 6300 9.19 61.7 72130 8000 19.38 86.0 76132 11000 31.88 123.5 80135 15000 54.18 84
889296
100
Estruturas hidráulicas
110 115 120 125 130 1350
2000
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0.00
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Chart Title
Volume (m3) Vazão (m3/s)
0 10 20 30 40 50 60 70 800.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
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Qe (m3/s) Q1
Hidrograma Entrada Saída
G 2S1/dt Q1- 0.00 0.04 CONDIÇÃO INICIAL
0.07 0.06 0.01
1.05 0.95 0.11
4.04 3.82 0.22
9.87 9.59 0.2817.80 17.51 0.30
25.85 25.54 0.31
32.35 31.96 0.38
36.51 35.41 1.09
37.12 35.92 1.20
35.86 34.88 0.98
34.15 33.46 0.69
32.77 32.31 0.46
31.86 31.53 0.32
31.21 30.89 0.32
30.56 30.24 0.32
29.92 29.60 0.32
29.28 28.96 0.32
Δt
2SQII
Δt
2SQ t
t1tt1t
1t
0 10 20 30 40 50 60 70 800.0
0.5
1.0
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2.5
3.0
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Qe (m3/s) Q1
Δt
2SQII
Δt
2SQ t
t1tt1t
1t
Cota H Q115 0 0.00120 0 0.00121 0 0.00122 0 0.00123 0 0.00124 0 0.00125 0 0.00126 1 1.70127 2 4.81128 3 8.83129 4 13.60130 5 19.01
