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Appendix F. Civil Engineering Report Part 2
Attached to the e-mail Retail Bus Type 5 & Type 2 & Op Works -Civil Eng Report Pt 2 MCU17/0572 & OPW17/0611.
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CIVIL DESIGN SPREADSHEETS
Project Job # Rev
Noosaville Servo 20769 0
Made by / date
BP Nov-17
Subject Checked / date
Pre-Development Catchment Runoff MVI Nov-17
RATIONAL METHOD CALCULATIONS (PRE-DEVELOPMENT)
Sheet Sheet Channel Time of Q1 Q100 Q1 Q10 Q100
Impervious Pervious Mannings
PRE-DEV AREA Fi C10 C1 C100 CA100 Flow Slope Flow Flow Conc. Rainfall Rainfall Peak Peak Peak
Area Area "n"
CATCH- Length Time Time "tc" Intensity Intensity Flow Flow Flow
MENT ID (ha) (ha) (ha) (m) (%) (mins) (mins) (mins) (mm/hr) (mm/hr) (m3/s) (m3/s) (m3/s)
EX1 0.197 0.95 0.187 0.010 0.89 0.71 1 0.197 40 4.80 0.035 5 0 5.0 129.4 320.6 0.050 0.109 0.176
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
Notes: 1) Rational method calculations are in accordance with QUDM (2013) Volume 1 Chapter 4.0 where Q = CIA/360
2) Fraction Impervious and Mannings 'n' value estimated from site aerial imagery and topographical information
3) Intesity Frequency Duration Rainfall Data extracted from online Bureau of Meteorology 'Rainfall IFD Data System'
4) Time of concentration is sum of overland sheet flow time (Friend's eq.) plus channel time (Argue method)
5) C10 value for Fi values less than 0.10 assumes "medium" soil permeability and "poor" grass coverage
Project Job # Rev
Noosaville Servo 20769 0
Made by / date
BP Nov-17
Subject Checked / date
Post-Development Catchment Runoff MVI Nov-17
RATIONAL METHOD CALCULATIONS (POST-DEVELOPMENT)
Sheet Sheet Channel Time of Q1 Q100 Q1 Q10 Q100
Impervious Pervious Mannings
POST-DEV AREA Fi C10 C1 C100 CA100 Flow Slope Flow Flow Conc. Rainfall Rainfall Peak Peak Peak
Area Area "n"
CATCH- Length Time Time "tc" Intensity Intensity Flow Flow Flow
MENT ID (ha) (ha) (ha) (m) (%) (mins) (mins) (mins) (mm/hr) (mm/hr) (m3/s) (m3/s) (m3/s)
C1 0.197 0.85 0.168 0.030 0.87 0.7 1 0.197 0 0.00 0 0 0 5.0 129.4 320.6 0.049 0.106 0.176
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
0 0.000 0.00 0.000 0.000 0.00 0 0 0.000 0 0.00 0 0 0 0.0 0.0 0.0 0.000 0.000 0.000
Notes: 1) Rational method calculations are in accordance with QUDM (2013) Volume 1 Chapter 4.0 where Q = CIA/360
2) Fraction Impervious and Mannings 'n' value estimated from site aerial imagery and topographical information
3) Intesity Frequency Duration Rainfall Data extracted from online Bureau of Meteorology 'Rainfall IFD Data System'
4) Time of concentration is sum of overland sheet flow time (Friend's eq.) plus channel time (Argue method)
5) C10 value for Fi values less than 0.10 assumes "medium" soil permeability and "poor" grass coverage
Project Job # Rev
Noosaville Servo 20769 0
Made by / date
BP Nov-17
Subject Checked / date
Comparison of Pre vs Post Development Flows MVI Nov-17
RATIONAL METHOD SUMMARY (PRE vs POST-DEVELOPMENT FLOWS)
Sheet Sheet Channel Time of Q1 Q100 Q1 Q10 Q100
Impervious Pervious Mannings
POST-DEV AREA Fi C10 C1 C100 CA100 Flow Slope Flow Flow Conc. Rainfall Rainfall Peak Peak Peak
Area Area "n"
CATCH- Length Time Time "tc" Intensity Intensity Flow Flow Flow
MENT ID (ha) (ha) (ha) (m) (%) (mins) (mins) (mins) (mm/hr) (mm/hr) (m3/s) (m3/s) (m3/s)
TOTAL EX 0.197 0.95 0.187 0.010 0.89 0.71 1 0.197 300 0.47 0 0 1 5.0 129.4 320.6 0.050 0.109 0.176
TOTAL PR 0.197 0.85 0.168 0.030 0.87 0.7 1 0.197 300 0.47 0 0 1 5.0 129.4 320.6 0.049 0.106 0.176
Project Job # Rev
Noosaville Servo 20769 0
Made by / date
BP Nov-17
Subject Checked / date
Initial Detention Volume Calculation - QUDM Method MVI Nov-17
DETENTION SIZING (RATIONAL BASED METHODS)
Post- Desired
Volumetric Coefficients of Inflow Reducti Detention Volume Calculation
Storm Event Rainfall Intensities Development Outflow (Pre- Maximum of Methods
Runoff Volume on Methods QUDM 5.05.1
Peak Inflow Development) Ratio
ARI Exist Cv Post-Dev Cv Exist I Post-Dev I Qi Qo Vi r CULP BOYD CARROL BASHA MAX
(yr) (mm/hr) (mm/hr) (m3/s) (m3/s) (m3) (m3) (m3) (m3) (m3) (m3)
1 0.712 0.696 129.4 129.4 0.049 0.050 20 -0.023 -0.1 -0.5 -0.2 -0.3 -0.1
2 0.757 0.740 164.1 164.1 0.066 0.068 27 -0.023 -0.2 -0.6 -0.2 -0.4 -0.2
5 0.846 0.827 201.6 201.6 0.091 0.093 37 -0.023 -0.3 -0.8 -0.3 -0.6 -0.3
10 0.890 0.870 223.0 223.0 0.106 0.109 43 -0.023 -0.3 -1.0 -0.4 -0.6 -0.3
20 0.935 0.914 252.6 252.6 0.126 0.129 51 -0.023 -0.4 -1.2 -0.4 -0.8 -0.4
50 1.000 1.000 291.3 291.3 0.160 0.160 64 0 0.0 0.0 0.0 0.0 0.0
100 1.000 1.000 320.6 320.6 0.176 0.176 70 0 0.0 0.0 0.0 0.0 0.0
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