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Appendix E - Stormwater Management Plan
Attached to the e-mail Multiple Housing – Type 3 Retirement & Special Needs (10 units) - MCU17/0551.
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Log in to see the plans as drawnCentral 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: 11/01/2017
User: BP
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 1950 0
99.3 2108 0
99.4 2265 0
99.5 2423 0
99.6 2581 0 0 Primary Front Orifice
99.7 2739 266 240
99.8 2896 282 491
99.9 3054 298 751
100 3212 313 1,021
100.1 3369 329 1,301
100.2 3527 345 1,591
100.3 3685 361 1,891
100.4 3842 376 2,202
100.5 4000 392 2,523 Primary Outlet Pit
100.6 4100 405 2,944
100.7 4200 415 3,379
100.8 4300 425 3,828
100.9 4400 435 4,291 Major Overflow Weir
101 4500 445 4,774
101.1 4600 455 5,272
101.2 4700 465 5,783
101.3 4800 475 6,308 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 12
% 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
99.7 240 0.00 0.03 0.03 0.00 1.43 0.00 0.06
99.8 491 0.00 0.09 0.09 0.00 1.50 0.00 0.17
99.9 751 0.00 0.17 0.17 0.00 1.56 0.00 0.33
100 1021 0.00 0.27 0.27 0.00 1.62 0.00 0.53
100.1 1301 0.00 0.39 0.39 0.00 1.68 0.00 0.77
100.2 1591 0.00 0.43 0.43 0.00 1.74 0.00 0.87
100.3 1891 0.00 0.48 0.48 0.00 1.79 0.00 0.96
100.4 2202 0.00 0.52 0.52 0.00 1.85 0.00 1.04
100.5 2523 0.00 0.56 0.56 0.09 1.90 0.00 1.21
100.6 2944 0.00 0.60 0.60 0.46 1.96 0.00 1.66
100.7 3379 0.00 0.64 0.64 1.00 2.01 0.00 2.01
100.8 3828 0.00 0.67 0.67 1.65 2.06 0.00 2.06
100.9 4291 0.00 0.71 0.71 2.15 2.12 0.00 2.12
101 4774 0.00 0.74 0.74 2.38 2.17 0.66 2.83
101.1 5272 0.00 0.77 0.77 2.58 2.22 1.93 4.15
101.2 5783 0.00 0.80 0.80 2.78 2.27 3.68 5.95
101.3 6308 0.00 0.84 0.84 2.96 2.31 5.85 8.16
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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