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Pre-Request Response Application 132001.210310.1
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B1: CONCEPT DETENTION BASIN DESIGN CALCULATIONS -
DODONAEA CLOSE BASIN
File: H:\B091150-199IB09182.wIStormwater\[B09162.w RM.xls]OSD_SSC design DODONAEA
Date: 29/10/2011
User: MS
Note: SSD Relationship for Dodonaea Close Detention Basin
STAGE -
STORAGE RELATIONSHIP FOR WBNM
Stage areas taken from ACAD model
Accumulated
RL Area (m2) Vol. (m3) Vol. (m’)
9 0 0 0
9.25 11 1 1
9.3 20 1 2
9.5 54 7 10
9.75 156 26 36
10 273 54 90
10.25 390 83 172
10.5 520 114 286
10.75 668 148 434
11 645 169 624
11.25 1072 240 663
11.5 1342 302 1165
11.75 1640 373 1536
11.93 1673 316 1654
12 1964 134 1966
12.1 2101 203 2192
12.25 2306 330 2522
OUTLET CALCULATIONS
Bio Filtration Circular Inlet Circular Inlet WEIR WEIR
T e Basin 1 2 BOX2 Overflow 1 Overflow 2
Length
Width
No.
Dia(m)
Height (m)
Area (m2)
Invert Level (R.L)
Inflow Level (R.L)
D/S HGL (R.L)
f (Fig 1.6)
P~ Loss (K)
Hyd Condo (k)(m/hr)
Depth Media d (m)
Perimeter (m)
%0 enin Clear.
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Accumulated Bio Filtration Circular Inlet Circular Inlet WEIR WEIR
RL Vol.(m~ Basin 1 2 WEIR 1 PIPE 1 PIPE2 BOX 1 BOX 2 Overflow Overflow TOTAL
9 0 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.25 1 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.3 2 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.5 10 0.000 0.000 0.000 0.000 0.05 0.000 0.000 0.000 0.000 0.000 0.046
9.75 36 0.000 0.000 0.000 0.000 0.16 0.000 0.000 0.000 0.000 0.000 0.179
10 90 0.000 0.000 0.000 0.000 0.30 0.000 0.000 0.000 0.000 0.000 0.296
10.25 172 0.000 0.000 0.000 0.000 0.36 0.000 0.000 0.000 0.000 0.000 0.361
10.5 266 0.000 0.000 0.000 0.000 0.42 0.000 0.000 0.000 0.000 0.000 0.416
10.75 434 0.000 0.000 0.000 0.000 0.47 0.000 0.000 0.000 0.000 0.000 0.471
11 624 0.000 0.000 0.000 0.000 0.52 0.000 0.000 0.000 0.000 0.000 0.521
11.25 663 0.000 0.000 0.000 0.000 0.57 0.000 0.000 0.000 0.000 0.000 0.566
11.5 1165 0.000 0.000 0.000 0.000 0.61 0.000 0.000 0.000 0.000 0.000 0.613
11.75 1536 0.000 0.000 0.000 0.000 0.66 0.000 0.000 0.000 0.000 0.000 0.656
11.93 1654 0.000 0.000 0.000 0.000 0.69 0.000 0.000 0.000 0.000 0.000 0.666
12 1966 0.000 0.000 0.000 0.000 0.70 0.000 0.000 0.000 0.154 0.000 0.651
12.1 2192 0.000 0.000 0.000 0.000 0.71 0.000 0.000 0.000 0.582 0.000 1.295
12.25 2522 0.000 0.000 0.000 0.000 0.74 0.000 0.000 0.000 1.502 0.482 2.722
Note:
The following equations have been used to calculate flow capcaties for the
outlet types for each stage:
Sand Fiijer Equation (NSW EPA 1997) Q = A x k(h+d) 1 d
Pipe Flow (M.J.Boyd 1972) Q = 0.421 X gO.5 x Diao.87 x HW,.63 (where HW/Dia 1.2)
<
Q = 0.53 X gO.5 x Dia’.87 x HWO.63 (where HW/Dia 1.2)
>
where g 9.81 m/s2
=
Weir Equation (AR&R Equ. 14.5) Qi=1.66xPxd,.5
Or~ice 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)
[OCR of page images]
B1: CONCEPT DETENTION BASIN DESIGN CALCULATIONS - DODONAEA CLOSE BASIN
File: H:\B09\150-199\B09182.W\Stormwater\[B09182.W RM.xlsJOSD_SSC design DODONAEA
Date: 29/10/2011
User: MS
Note: SSD Relationship for Dodonaea Close Detention Basin
STAGE - STORAGE RELATIONSHIP FOR WBNM
areas taken from ACAD
RL Area Vol.
OUTLET CALCULATIONS
Bio Filtration] Circular Inlet} Ci WEIR WEIR
Type Basin 1 Overflow 1] Overflow 2!
Length
Width
No.
Dia (m)
Height (m)
Area (m*)
Invert Level (R.L)
Inflow Level (R.L)
D/S HGL (R.L)
f (Fig 1.6)
Pit Loss (K)
Hyd Cond. (k) (m/hr)
Depth Media d (m)
Perimeter (m)
% Opening Clear *
STAGE - DISCHARGE RELATIONSHIP FOR WBNM.
Accumulated | Bio Filtration} Circular Inlet] Circular Inlet} WEIR WEIR
RL Vol. (m°) Basin 4 2 WEIR 4 PIPE 1 PIPE2 BOX 1 BOX 2_| Overflow | Overflow | TOTAL
9 0 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.25 1 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.3 2 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.5 10 0.000 0.000 0.000 0.000 0.05 0.000 0.000 0.000 0.000 0.000 0.048
9.75 36 0.000 0.000 0.000 0.000 0.18 0.000 0.000 0.000 0.000 0.000 0.179
10 90 0.000 0.000 0.000 0.000 0.30 0.000 0.000 0.000 0.000 0.000 0.298
10.25 172 0.000 0.000 0.000 0.000 0.36 0.000 0.000 0.000 0.000 0.000 0.361
10.5 286 0.000 0.000 0.000 0,000 0.42 0.000 0.000 0.000 0.000 0.000 0.418
10.75 434 0.000 0.000 0.000 0.000 0.47 0.000 0.000 0.000 0.000 0.000 0.471
ah 624 0.000 0.000 0.000 0.000 0.52 0.000 0.000 0.000 0.000 0.000 0.521
11.25 863 0.000 0.000 0.000 0.000 0.57 0.000 0.000 0.000 0.000 0.000 0.568
11.5 1165 0.000 0.000 0.000 0.000 0.61 0.000 0.000 0.000 0.000 0.000 0.613
11.75 1538 0.000 0.000 0.000 0.000 0.66 0.000 0.000 0.000 0.000 0.000 0.656
11.93 1854 0.000 0.000 0.000 0.000 0.69 0.000 0.000 0.000 0.000 0.000 0.686
12 1988 0.000 0.000 0.000 0.000 0.70 0.000 0.000 0.000 0.154 0.000 0.851
124 2192 0.000 0.000 0.000 0.000 0.71 0.000 0.000 0.000 0.582 0.000 1.295
12.25 2522 0.000 0.000, 0.000 0.000, 0.74 0.000, 0.000 0.000 1.502 0.482 2.722
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=Axk(h+d)/d
Pipe Flow (M.J.Boyd 1972) Q=0,421 x g®® x Dia®®” x HW'® (where HW/Dia < 1.2)
Q=0.53 x g®* x Dia®” x HW°** (where HW/Dia > 1.2)
where g = 9.81m/s*
Weir Equation (AR&R Equ. 14.5) Qi= 1.66 x Pxd'®
Orifice Equation (AR&R Equ. 14.6) Qi = 0.67 x Ax (2g x d)°>
HGL Calculation (as per Section 5.21 QUDM)
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