RFI - Eng Drawings.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 — Al

DRAINS results prepared from Version 2021.031
Entire Catchment Area

EIA RIA PA EIA 0.419 ha
Initial Losses: 0 0 24 RIA 0.102 ha
PA 0.108 ha
Continuing Losses: 0 0 2.6 Total Area 0.629 ha
LOCATION AND LAND-USE TIME AND RUNOFF
1 2 3 4 5 6 7 8 9
Pit, Node Sub- Land- Constant Kinematic Wave or Friends
or Basin Catchment Use Percent- Flow Formula Parameters
AEP Name Area Type age Time Length Slope Roughness
(ha) (IL-CL) (%) (minutes) (m) (%) n
5.67 No. 95 Pit 0.34 EIA 55 5
RIA 30 5
PA 15 5
5.67 No. 95 Pit 0.34 EIA <-------------- as above -------------- >
RIA
PA
5.67 Ex. Pit A Lot 99 SP 106085 EIA 0
RIA 0
PA 0
5.67 Ex. Pit A Lot 99 SP 106085 EIA
RIA
PA
5.67 Ex. Pit B Lot 99 SP 106085 EIA 0
RIA 0
PA 0
5.67 Ex. Pit B Lot 99 SP 106085 EIA
RIA
PA
5.67 Ex. Pit Lot 100 SP 106085 EIA 0
RIA 0
PA 0
5.67 Ex. Pit Lot 100 SP 106085 EIA
RIA
PA
5.67 EXP4 EIA 0
RIA 0
PA 0
5.67 EXP4 EIA
RIA
PA
5.67 EXP-3 EIA 0
RIA 0
PA 0
5.67 EXP-3 EIA
RIA
PA
5.67 EXP-2 EIA 0
RIA 0
PA 0
5.67 EXP-2 EIA
RIA
PA
5.67 Detention Basin 0.29 EIA 80 5.67
RIA 0 2
PA 20 5.67
5.67 Detention Basin 0.29 EIA <-------------- as above-------------- >
RIA
PA
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 -

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

10
Total
Entry

Time, t

(minutes)

ouaounn

1
Peak Sub-
Catchmen’

Flowrate Approach Flowrate(s)

(m*/s)
“worst storm
0.171

0.245

0.128

0.196

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

Overflows Approaching Pit

Peak

(m*/s)

Flow
Width
(m)

Depth x

Velocity Family

(m/s)

16 17

Inlet
Size

Inlet

FIELD INLI 900 Sq. Pi

<---as above--->

18 19 20 21 22
Peak Peak
Approach Bypass Flowin Reach Pipe
Flow Flow(s) _—— Pipe Length Slope
(m/s) (m/s) __{m’/s) (m) (%)
0.171 0.007 0.129 21.57 5.1
0.245 0.088 0.131 RK sen saeweeee
0.129 23.92 5.85
0.131 fae--s-- eee
0.129 14.52 7.58
0.131 Bini mim nei
0.129 18.28 6.46
0.131 sg tance,
0.178 14.94 2.07
0.24 €--- 22 ------
0.178 5.79 21.42
0.235 Ksnceonenene
14.47 3.11
eauceuGecauss
0.128 0
0.196 0

PIPE SYSTEM DESIGN

23 24 25
U/S Pipe D/S Pipe
Pipe Invert Invert
Diameter Level Level
(mm) (m) (m)
225 13.6 125
~-as above ------------- >
225 125 11.1
--as above ------------- >
225 1A 10
--as above------------- >
300 10 8.82
--as above------------- >
375 8.82 8.51
~-as above------------- >
450 8.51 7.27
~-as above------------- >
450 7.21 6.76
-as above ------------- >

us

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

27

DIS

HGL

in Pipe

(m)

13.439

13.5

11.391

11.4

10.163

10.165

9.108

9.21

8.723

8.775

8.289

8.374

28

Pipe

Flow

Velocity

(m/s)

2.79

2.84

2.79

2.84

3.9

3.91

3.73

3.75

2.69

2.79

5.79

6.26

PIT RESULTS
29
Pressure
Change
Coeff.

Ku
1.84
1.79
2.29
2.29

0.66

0.66

0.39

0.93

0.2

0.2

29a
QUDM
Chart No.
2008
[2016]

A1-4 [A2-3]

A1-4 [A2-3]

H-O'L

H-O'L

A1-9 [A2-6 & A2-7]

A1-9 [A2-6 & A2-7]

A1-5 [A2-4]

A1-5 [A2-4]

A1-24 [A2-37 & A2-38]

A1-24 [A2-37 & A2-38]

A1-5 [A2-4]

A1-5 [A2-4]

A1-5 [A2-4]

A1-5 [A2-4]

 

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

 

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

DV/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

0 2 4

30 31 32
Water Ground Pit
Surface Surface Free-
Elevation Level board

(m) (m) (m)
15.17 15 0
15.27 15 0
13.44 13.57 0.13
13.5 13.57 0.07
11.39 13.57 2.18
11.4 13.57 2.17
10.15 10.65 0.5
10.15 10.65 0.5
9.11 9.48 0.37
9.21 9.48 0.27
8.62 9.27 0.65
8.64 9.27 0.63
8.29 8.82 0.53
8.37 8.82 0.45

6 8

10,

1:400 @ A3

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

 

 

 

Issue:

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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 40 098 481 899

) 866

DEBUILD T/A,

 

Title:

SITE STORMWATER
PC DRAINS DATA

 

Project

89-93 Eumundi Noosa Rd,
NOOSAVILLE

 

 

 

Date: May n Drawn SR Design SR
Checked: Drg No. Rev.
Srcradson |) [OT1SI-SW1.4 |