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16-001014-01A (Swmp)
Attached to the e-mail Operational Works Application OPW16/0203 - 3 of 4.
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Central Basin: CONCEPT DETENTION BASIN DESIGN CALCULATIONS
File: H:\B14\150-199\B14158.W\01 Final Layout Op Works\SW_Quantity\[B14158.W_Detention Basin Design (Master Layout).xls]CentralBasinOpWorks
Date: 12/08/2015
User: CM
Note: Storage and outlet calcs for Detention Basin
STAGE - STORAGE RELATIONSHIP FOR WBNM
Stage areas taken from ACAD model
Accumulated Vol.
RL Area. (m2) Vol. (m3) (m3)
99.2 0
99.3 0
99.4 0
99.5 0
99.6 0 Primary Front Orifice
99.7 237
99.8 485
99.9 744
100 1,013
100.1 1,293
100.2 1,583
100.3 1,884
100.4 2,196
100.5 2,517 Primary Outlet Pit
100.6 2,885
100.7 3,265
100.8 3,658
100.9 4,069 Major Overflow Weir
101 4,489
101.1 4,919
101.2 5,359
101.3 5,808 Min. Embankment Level
OUTLET CALCULATIONS
Primary Side Primary Front Major Overflow
Bio Filtration Basin Primary Outlet Pit Outlet Pipe
Type Orifice Orifice Weir
Length 1.2 20
Width 1.2
No. 2 2 1
Dia (m) 0.4 0.4 0.825
Height (m)
Area (m2) 1.44 0.53
Invert Level (R.L) 99.6 99.6 100.45 98.3 100.9
Inflow Level (R.L) 99.6 99.60 100.45 99.6
D/S HGL (R.L) 0.000
f (Fig 1.6) 0.022
Pit Loss (K) 1
Hyd Cond. (k) (m/hr)
Depth Media d (m)
Perimeter (m) 4.8 10
% Opening Clear * 75%
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Total
Accum.
RL Bio Filtration Basin Circular Inlet 1 Circular Inlet 2 WEIR 1 PIPE 1 WEIR Overflow Discharge
Vol. (m3)
(m3/s)
99.6 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00
99.7 237 0.00 0.03 0.03 0.00 1.43 0.00 0.06
99.8 485 0.00 0.09 0.09 0.00 1.50 0.00 0.17
99.9 744 0.00 0.17 0.17 0.00 1.56 0.00 0.33
100 1013 0.00 0.27 0.27 0.00 1.62 0.00 0.53
100.1 1293 0.00 0.39 0.39 0.00 1.68 0.00 0.77
100.2 1583 0.00 0.43 0.43 0.00 1.74 0.00 0.87
100.3 1884 0.00 0.48 0.48 0.00 1.79 0.00 0.96
100.4 2196 0.00 0.52 0.52 0.00 1.85 0.00 1.04
100.5 2517 0.00 0.56 0.56 0.09 1.90 0.00 1.21
100.6 2885 0.00 0.60 0.60 0.46 1.96 0.00 1.66
100.7 3265 0.00 0.64 0.64 1.00 2.01 0.00 2.01
100.8 3658 0.00 0.67 0.67 1.65 2.06 0.00 2.06
100.9 4069 0.00 0.71 0.71 2.15 2.12 0.00 2.12
101 4489 0.00 0.74 0.74 2.38 2.17 0.81 2.98
101.1 4919 0.00 0.77 0.77 2.58 2.22 2.38 4.60
101.2 5359 0.00 0.80 0.80 2.78 2.27 4.50 6.77
101.3 5808 0.00 0.84 0.84 2.96 2.31 7.12 9.43
101.4 6278 0.00 0.87 0.87 3.12 2.36 12.34 14.70
Note:
The following equations have been used to calculate flow capcaties for the
outlet types for each stage:
Sand Filter Equation (NSW EPA 1997) Q = A x k(h+d) / d
Pipe Flow (M.J.Boyd 1972) Q = 0.421 x g0.5 x Dia0.87 x HW 1.63 (where HW/Dia < 1.2)
Q = 0.53 x g0.5 x Dia1.87 x HW 0.63 (where HW/Dia > 1.2)
where g = 9.81m/s2
Weir Equation (AR&R Equ. 14.5) Qi = 1.66 x P x d1.5
Orifice Equation (AR&R Equ. 14.6) Qi = 0.67 x A x (2g x d)0.5
HGL Calculation (as per Section 5.21 QUDM)
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