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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.
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Log in to see the plans as drawnB2: CONCEPT DETENTION BASIN DESIGN CALCULATIONS - TWIGRUSH BIO-BASIN
File: H:\B09\150-199\B09182.W\Stormwater\[B09182.W RM.xls]OSD_SSC design TWIGRUSH
Date: 29/10/2011
User: MS
Note: SSD Relationship for Twigrush Bio Retention Basin
STAGE - STORAGE RELATIONSHIP FOR WBNM
Stage areas taken from ACAD model
Accumulated
2
RL Area (m ) Vol. (m3) Vol. (m3)
7.5 468 0 0
7.75 471 117 117
7.9 539.4 76 193
8 585 56 249
8.2 589 117 367
8.25 590 147 396
8.4 593 89 485
8.5 595 59 545
8.75 601 150 694
9 608 151 845
9.1 610.8 61 906
9.25 615 92 998
9.3 616.6 31 1029
9.5 623 124 1153
9.6 626.2 62 1215
OUTLET CALCULATIONS
WEIR
Bio Filtration Circular Circular Overflow
Type Basin Inlet 1 Inlet 2 WEIR 1 PIPE 1 PIPE 2 1
Length 0.9 10 1
Width 0.9
No. 1 2
Dia (m) 0.525 0.225
Height (m)
Area (m2) 468 0.81 0.216 0.040
Invert Level (R.L) 7.5 9 6.7 7.8 9.3
Inflow Level (R.L) 7.5 9 9 7.8
D/S HGL (R.L) 7.025 7.025
f (Fig 1.6) 0.026 0.035
Pit Loss (K) 1 1
Hyd Cond. (k) (m/hr) 0.18
Depth Media d (m) 0.6
Perimeter (m) 3.6 5
% Opening Clear * 50%
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Accumulated Bio Filtration Circular Circular WEIR
RL Vol. (m3) Basin Inlet 1 Inlet 2 WEIR 1 PIPE 1 PIPE 2 Overflow TOTAL
7.5 0 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000
7.75 117 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.033
7.9 193 0.039 0.000 0.000 0.000 0.000 0.017 0.000 0.056
8 249 0.043 0.000 0.000 0.000 0.000 0.052 0.000 0.095
8.2 367 0.051 0.000 0.000 0.000 0.000 0.115 0.000 0.165
8.25 396 0.053 0.000 0.000 0.000 0.000 0.123 0.000 0.176
8.4 485 0.059 0.000 0.000 0.000 0.000 0.148 0.000 0.206
8.5 545 0.062 0.000 0.000 0.000 0.000 0.163 0.000 0.225
8.75 694 0.072 0.000 0.000 0.000 0.000 0.198 0.000 0.270
9 845 0.082 0.000 0.000 0.000 0.000 0.229 0.000 0.311
9.1 906 0.086 0.000 0.000 0.189 0.864 0.241 0.000 0.515
9.25 998 0.092 0.000 0.000 0.601 0.897 0.258 0.000 0.950
9.3 1029 0.094 0.000 0.000 0.658 0.908 0.263 0.000 1.015
9.5 1153 0.101 0.000 0.000 0.850 0.952 0.285 0.742 1.979
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)
0.5 1.87 0.63
Q = 0.53 x g x Dia x HW (where HW/Dia > 1.2)
2
where g = 9.81m/s
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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