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Appendix B - Amended Biome Consulting Response
Attached to the e-mail Amended Biome Report - stormwater in addition to Information Response - MCU170551 - 20 Trading Post Road Cooroy.msg.
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Northern 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]WeirB
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
RL Area. (m2) Vol. (m3) Vol. (m3)
99.1 0
99.2 0
99.3 0
99.4 0 Primary Front Orifice
99.5 70
99.6 144
99.7 222
99.8 306
99.9 394
100 487 Primary Outlet Pit
100.1 585
100.2 688
100.3 796
100.4 910
100.5 1,030 Secondary Outlet Pit
100.6 1,156
100.7 1,287 Emergency Weir
100.8 1,424
OUTLET CALCULATIONS
Bio
Circular Primary Front Primary Outlet Secondary Major Overflow
Filtration Balance Orifice Outlet Pipe
Inlet 1 Orifice Pit Outlet Pit Weir
Type Basin
Length 0.9 0.9 20
Width 0.9 0.9
No. 2 1 1
Dia (m) 0.25 0.3 0.375
Height (m)
Area (m2) 525 0.81 0.81 0.110
Invert Level (R.L) 99.1 99.4001 100.0 98 100.15001 98 100.4001
Inflow Level (R.L) 99.1 99.4001 100.0 99.4 100.15001 99.4
D/S HGL (R.L) 0.000
f (Fig 1.6) 0.029
Pit Loss (K) 1
Hyd Cond. (k) (m/hr) 0.2
Depth Media d (m) 0.4
Perimeter (m) 2.7 3.6 4
% Opening Clear * 75% 75%
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Accum. Bio Filtration
RL Circular Inlet 1 Primary Front Orifice Primary Outlet Pit Balance Orifice Secondary Outlet Pit Outlet Pipe Major Overflow Weir Discharge (m3/s)
Vol. (m3) Basin
99.4 0 0.051 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
99.5 70 0.06 0.00 0.02 0.00 0.23 0.00 0.34 0.00 0.02
99.6 144 0.07 0.00 0.06 0.00 0.23 0.00 0.36 0.00 0.06
99.7 222 0.07 0.00 0.11 0.00 0.24 0.00 0.37 0.00 0.11
99.8 306 0.08 0.00 0.14 0.00 0.25 0.00 0.38 0.00 0.14
99.9 394 0.09 0.00 0.16 0.00 0.26 0.00 0.40 0.00 0.16
100 487 0.09 0.00 0.18 0.00 0.27 0.00 0.41 0.00 0.18
100.1 585 0.10 0.00 0.20 0.14 0.28 0.00 0.42 0.00 0.28
100.2 688 0.11 0.00 0.22 0.40 0.29 0.07 0.44 0.00 0.35
100.3 796 0.12 0.00 0.23 0.74 0.30 0.35 0.45 0.00 0.45
100.4 910 0.12 0.00 0.25 1.13 0.30 0.75 0.46 0.00 0.46
100.5 1030 0.13 0.00 0.26 1.27 0.31 1.07 0.47 0.23 0.70
100.6 1156 0.14 0.00 0.28 1.40 0.32 1.21 0.48 0.72 1.20
100.7 1287 0.15 0.00 0.29 1.51 0.33 1.34 0.50 1.45 1.95
100.8 1424 0.15 0.00 0.31 1.61 0.33 1.45 0.51 2.41 2.92
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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