SCG 31131-Civil Issue 6-2022.03.09.pdf

                  Issue:




                                           Unit 1/11 Project Ave,
                                           Noosa Heads
                                           Ph (07) 5455 5604




                  DEBUILD T/A
                                           email:[email protected]
                                           web:www.scg-engineers.com
                                           ABN 40 098 481 899




                      Title:




                     Project




                     Date:       Drawn                Design

                      Checked:   Drg No.                        Rev.




Rev. - 10.06.16


[OCR of page images]
 

 

DRAWING SIZE — At

DRAINS results prepared from Version 2021.031

EIA
Initial Losses: 0
Continuing Losses: 0
LOCATION AND LAND-USE
1 2 3
Pit, Node Sub-
or Basin Catchment
AEP Name Area
(ha)
5.67 No. 95 Pit 0.34
5.67 No. 95 Pit 0.34
5.67 Ex. Pit A Lot 99 SP 106085
5.67 Ex. Pit A Lot 99 SP 106085
5.67 Ex. Pit B Lot 99 SP 106085
5.67 Ex. Pit B Lot 99 SP 106085
5.67 Ex. Pit Lot 100 SP 106085
5.67 Ex. Pit Lot 100 SP 106085
5.67 EXP4
5.67 EXP4
5.67 EXP-3
5.67 EXP-3
5.67 EXP-2
5.67 EXP-2
5.67 Detention Basin 0.29
5.67 Detention Basin 0.29
NOTES

This sheet presents results from a pipe system model using ILSAX, the rational method, extended rational method (ERM), or the ARR 2016 initial loss -

RIA

4
Land-
Use

Type
(IL-CL)

EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA
EIA
RIA
PA

PA
27

2.6

5

Percent-
age
(%)

55
30
15

oo

oO

oo

Entire Catchment Area

EIA 0.419 ha
RIA 0.102 ha
PA 0.108 ha
Total Area 0.629 ha
TIME AND RUNOFF
6 7 8 9
Constant Kinematic Wave or Friends
Flow Formula Parameters
Time Length Slope Roughness
(minutes) (m) (%) n
5
5
5
Roce reece eer eee as above -------------- >
5.67
2
5.67
Keer e eee ee eee ee as above-------------- >

(66.5%}
(16.1%}
(17.3%}

10 1
Total Peak Sub-
Entry Catchmen:

Time, t.
(minutes) — (m°/s)
*worst storm

5 0.171

5

0

5 0.245

5

0
5.67 0.128

2

0
5.67 0.196

2

0

continuing loss (IL-CL) model implemented in the DRAINS program, (www.watercom.com.au) involving considerable calculations with multiple rainfall patterns, and complex
hydraulic computations. Therefore, unlike older rational method calculation sheets, this sheet does not portray hand calculations.

It presents the key model inputs and outputs of interest to reviewers.

INLET DESIGN
12
Origin of

Flows

13

14

15 16

Overflows Approaching Pit

Peak

Flowrate Approach Flowrate(s)

(m’/s)

Flow
Width

(m)

Depth x Inlet
Velocity Family
(m’/s)

FIELD INLI 900 Sq. Pi

<---as above--->

PIPE SYSTEM DESIGN

17 18 19 20 21 22 23 24 25
Peak Peak U/S Pipe D/S Pipe
Inlet Approach Bypass Flowin Reach Pipe Pipe Invert Invert
Size Flow Flow(s) Pipe Length Slope Diameter Level Level
(m*/s) (m*/s) (m/s) (m) (%) (mm) (m) (m)
0.171 0.007 0.129 21.57 5.1 225 13.6 12.5
0.245 0.088 0.131 S---------- eee as above ------------- >
0.129 23.92 5.85 225 12.5 11.1
0.131 K-- rere eres as above------------- >
0.129 14.52 7.58 225 11.1 10
0.131 S20 reer reese as above ------------- >
0.129 18.28 6.46 300 10 8.82
0.131 Roe rere eee eee as above------------- >
0.178 14.94 2.07 375 8.82 8.51
0.24 Kore ee eee eee as above------------- >
0.178 5.79 21.42 450 8.51 7.27
0.235 K-20 ee reer eee as above------------- >
14.47 3.11 450 7.21 6.76
Knee ee ee eee eee as above ------------- >
0.128 0
0.196 0

26

u/S

HGL

in Pipe

(m)

14.447

14.541

12.742

12.742

11.342

11.342

10.146

10.148

9.108

9.16

8.622

8.639

PIT RESULTS
27 28 29 29a
DIS Pipe Pressure QUDM
HGL Flow Change Chart No.
in Pipe Velocity Coeff. 2008
(m) (m/s) Ku [2016]
13.439 2.79 1.84 A1-4 [A2-3]
13.5 2.84 1.79 A1-4 [A2-3]
11.391 2.79 2.29 H-O'L
11.4 2.84 2.29 H-O'L
10.163 3.9 0.66 A1-9 [A2-6 & A2-7]
10.165 3.91 0.66 A1-9 [A2-6 & A2-7]
9.108 3:73) 0 A1-5 [A2-4]
9.21 3.75 0 A1-5 [A2-4]
8.723 2.69 0.39 A1-24 [A2-37 & A2-38]
8.775 2.79 0.93 A1-24 [A2-37 & A2-38]
8.289 5.79 0 A1-5 [A2-4]
8.374 6.26 0 A1-5 [A2-4]
0.2 A1-5 [A2-4]
0.2 A1-5 [A2-4]

 

THIS PLAN TO BE READ IN CONJUNCTION WITH
SCG CONSULTING ENGINEERS STORMWATER
MANAGEMENT REPORT 31131(SWM)

 

29b
QUDM
Chart
Ratios

H/Do=2.6, Vo2/(2gDo)=1.66

H/Do=2.9, Vo2/(2gDo)=1.70

Qg/Qo=0.00, S/Do=4.8

Qg/Qo=0.00, S/Do=4.9

Du/Do=1.00, Qg/Qo=0.00, S/Do=2.1

Du/Do=1.00, Qg/Qo=0.00, S/Do=2.1

Du/Do=0.80, Qg/Qo=0.00, S/Do=1.0

Du/Do=0.80, Qg/Qo=0.00, S/Do=1.0

DI/Do=0.78, B/Do=1.50, (Qu/Qo)(Do/Du)=0.90

DI/Do=0.78, B/Do=1.50, (Qu/Qo)(Do/Du)=0.72

Du/Do=0.86, Qg/Qo=0.00, S/Do=1.0

Du/Do=0.86, Qg/Qo=0.00, S/Do=1.0

Du/Do=1.00, Qg/Qo=0.00, S/Do=2.4

Du/Do=1.00, Qg/Qo=0.00, S/Do=2.6

 

30

Water Ground
Surface Surface
Elevation Level
(m) (m)
15.17 15
15.27 15
13.44 13.57
13.5 13.57
11.39 13.57
11.4 13.57
10.15 10.65
10.15 10.65
9.11 9.48
9.21 9.48
8.62 9.27
8.64 9.27
8.29 8.82
8.37 8.82

31

32
Pit

Free-
board

(m)

0

0.13

0.07

2.18

247

0.5

0.5

0.37

0.27

0.65

0.63

0.53

0.45

33 34
Pit Remarks
Name
No. 95 Pit
No. 95 Pit

Ex. Pit A Lot 99 SP 106085

Ex. Pit A Lot 99 SP 106085

Ex. Pit B Lot 99 SP 106085

Ex. Pit B Lot 99 SP 106085

Ex. Pit Lot 100 SP 106085

Ex. Pit Lot 100 SP 106085

EXP-4

EXP-4

EXP-3

EXP-3

EXP-2

EXP-2

Detention Basin

Detention Basin

 

 

Revision Description Date

 

 

 

Iss

* FOR APPROVAL

 

DO NOT SCALE FROM THIS DRAWING

The design and associated details contained on this and associated
drawings are copyright and are not to be used or reproduced without
the written permission of SCG Consulting Engineers.

 

Unit 1/11 Project Ave,
Noosa Heads

Ph (07) 5455 5604
email:[email protected]

web:www.scg-engineers.com
ABN 40 098 481 299

C) S06

DEBUILD T/A

 

Title:

SITE STORMWATER
PC DRAINS DATA

 

Project

89-93 Eumundi Noosa Rd,
NOOSAVILLE

 

 

 

 

 

Date: May nA Drawn SR Design SR
. Checked: Drg No. Rev
Srichardson |) | OTTSI-SW1.4 |