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Flood Investigation & Stormwater Quantity Management Plan

Attached to the e-mail Doonella Stage C (Email 4 of 7) IDAS Forms 1 & 6 and Flood Investigation - OPW14/0197.

of 43

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B1: CONCEPT DETENTION BASIN DESIGN CALCULATIONS - DODONAEA CLOSE BASIN
File:        H:\B09\150-199\B09182.W\Stormwater\[B09182.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 3)
         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           845        189            624
     11.25         1072         240            863
      11.5         1342         302            1165
     11.75         1640         373            1538
     11.93          1873        316            1854
        12         1964         134            1988
      12.1          2101        203            2192
     12.25          2306        330            2522

OUTLET CALCULATIONS

                            Bio Filtration Circular Inlet Circular Inlet                                                     WEIR       WEIR
Type                           Basin             1              2          WEIR 1   PIPE 1     PIPE 2      BOX 1   BOX 2   Overflow 1 Overflow 2
Length                                                                                0
Width
No.                                                                                    1
Dia (m)                                                                              0.45
Height (m)
Area (m2)                                                                           0.159
Invert Level (R.L)                                                                   9.3                                     11.93      12.1
Inflow Level (R.L)                                                                   9.3
D/S HGL (R.L)                                                                       9.150
f (Fig 1.6)                                                                         0.027
Pit Loss (K)                                                                          1
Hyd Cond. (k) (m/hr)
Depth Media d (m)
Perimeter (m)                                                                                                                  5          5
% Opening Clear *

STAGE - DISCHARGE RELATIONSHIP FOR WBNM

             Accumulated    Bio Filtration Circular Inlet Circular Inlet                                                    WEIR       WEIR
   RL          Vol. (m 3)      Basin             1              2          WEIR 1   PIPE 1     PIPE 2      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
   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          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
  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 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)


[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
Stage areas taken from ACAD model

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

‘Accumulated
RL Area (m*) | Vol. (m*) Vol. (m’)
9| 0 0 0
9.25] 1 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
inl 845 189 624
11.25) 1072 240 863
11.5) 1342 302 1165
11.75) 1640 373 1538
11.93} 1873) 316 1854
12| 1964 134 1988
12.1 2101 203 2192
12.25) 2306} 330 2522
OUTLET CALCULATIONS
Bio Filtration | Circular Inlet] Circular Inlet WEIR WEIR
Type Basin 1 2 WEIR 1 PIPE 1 PIPE 2 BOX 1 BOX 2 [Overflow 1|Overflow 2)
Length 0
Width
No. 1
Dia (m) 0.45,
Height (m)
Area (m*) 0.159
Invert Level (R.L) 9.3 11.93 12.1
Inflow Level (R.L) 9.3
D/S HGL (R.L) 9.150
f (Fig 1.6) 0.027
Pit Loss (K) 1
Hyd Cond. (k) (m/hr)
Depth Media d (m)
Perimeter (m) 5 5
% Opening 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 PIPE 2 BOX 1 BOX2_ | 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
1 624 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
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 Filter Equation (NSW EPA 1997)

Pipe Flow (M.J.Boyd 1972)

Weir Equation (AR&R Equ. 14.5)
Orifice Equation (AR&R Equ. 14.6)
HGL Calculation (as per Section 5.21 QUDM)

Q=Axk(h+d)/d
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?
Qi= 1.66 x Pxd'*

Qi = 0.67 x Ax (2g x d)°>
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