06/0210 - Response to request for information darted 14/03/06 [As Published] · 132006.210

Page 2

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EAST ELEVATION SOUTH ELEVATION

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COLOURBOND 'WEATHERBOARD
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WEST ELEVATION - NORTH ELEVATION

PROPOSED RESIDENCE
ELEVATIONS
SCALE 1:100 @ A3

Page 3

 

5]
C56014

Development
PLOT RATIO

SITE COVER
LANDSCAPED AREA
BUILDING HEIGHT

Parameters
0.2131
31 Int
606n?
1 Storey/4.9m

 

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SF

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f BM: PM24968
@RLE 107.112

Owy

 

      

AMENDMENT: 5/11/06 SEWER EASEMENT ADDED

“~~ COUNTY: MARCH

~

MAX WATTERSON
& ASSOCIATES

Surveyors &
Planners

10 Maple Street
COOROY

P.O. Box 639
COOROY Q 4563

Ph. (07) 5442 6121

Fax. (07) 5442 5125
Email. [email protected]

oot We HUME

 

 

Project:

IPLAN OF PROPOSED
DEVELOPMENT AT
LOTS 2 & 3 ON
RP6 7407.

 

PARISH: TEWANTIN

LOCAL GOVT: NOOSA S.C.

LOCALITY: COOROY

 

 

 

 

Scale: 1: 250 Plan 1 of 1

Datum: AHD Date: 27/01/06
‘gins PM24968

Origin: BP107.112I Ref:

Cont. nt: 0.5m | O5/2082B

NOTES

This pion has bsen prepared for application
purposes only and may be subject to change.

Dimensions ond res shown hereon are
opproximate only and subject to findl survey.

 

° 28 5 TS 10 12.51

poitop p14
/

 

 

Page 4

wt

 

 

1.

 

SEWER NOTES:

PIPELINES

 

All sewers are to be 150mm dio. UPVC Class “SN8” — AS1260 — rubber ring jointed
unless noted otherwise. For sewers deeper than 3.0 metres, uPVC Closs 12 pressure
pipe to AS1477 shall be used. **inside edge of Class 12 pipe to be chamfered to
provide a smooth transition of flows when used in conjunction with other classes of
pipes and fittings.

Alignment unless otherwise noted shall be

— 1.50m inside front boundary of allotments

— 1.50m inside rear boundary of allotments

= 1,00m from side boundary of allotments

Bedding for pipelines shall be washed 5mm-10mm screenings or Mary River Sand
with a minimum of 75mm below and above pipes.

In coastal sand terrain, excavated material may be used for bedding subject to the
approval of the Shire Engineer.

Minimum cover for sewer pipes shall be 0.9m for allotments and footpaths ond
1.2m for roadways. Unless stated otherwise on plons.

HOUSE CONNECTION BRANCHES

Determination of Invert Level of House Connection Branches
The following criteria are to be token into account when setting the invert level of an

House Connection Branches
— Depth to Inspection invert opening shall be between 0.6m and 1.5m;

Inspection opening shall control the allotment at o grade of 1 in 60 with
300mm cover at head of drain;

— Depths in excess of 1.5M ore not acceptable;

= are to extend a minimum of 1.0 metres into property;

- are to be 100mm diameter unless noted otherwise;

— 1.0. inspection shaft to be extended to 300mm below finished surface level
(HCB type P and F only);

- — marker tape shall extend from the 1.0. to the surface level.

House connection jump-ups on sewers deeper than 2.0m shall be “Sugdon” fibreglass

reinforced drop junctions.

All H.C.B. to be Type A, P or F or MH Stub and constructed
in accordance with Noosa Council Standard Drawing 9821H.

 
 

All work on existing sewers to be performed by Contractor unless otherwise directed by
the Voter and Sewerage Works Manager ond octual cost including labour and materials shall be met by the
developer,

Bg Nos.
Rising main marker shall be installed in accordance with NC Std Owg No 98428.

|. Manhotes shall be pre-cast 1070mm dio. unless otherwise noted and constructed in

accordance with NC Std Dwg Nos. 9822C, 9843 and 9848A They are to be fitted with
600mm dia ductile iron cover and frame. Haverstock (LA600D) or equivalent.

. The FSL shown on Sewer Plans & Sewer Longitudinal Sections is the Finish Lid Level of Manhole.

However the Finish ground Levels should be confirmed with the inspector before
work commences & adjustments made if necessary to leave Manhole Lid just proud
in lots and flush with footpath when in walking areas,

. Sewer inspection shafts shall be constructed in accordance with NC Std Dwg No 9844B and 9845.

They are to be fitted with 600mm dia ductile iron cover and frame. Haverstock (LA600D) or equivalent.

 

 

      

 

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@2006

(CALLAGHAN & TOTH=(

Civil, Environmental &

Hydraulic Engineers
2/11 Sunshine Beoch Road
NOOSA JUNCTION 4567

Phone 54749081
Fox 54749041

 

 

 

 

 

 

 

 

COOROY

PLAN_ INDEX
0448-1 *
0448-2 *
0448-3 *

 

SITE PLAN
SEWER LAYOUT
SEWER LONGITUDINAL SECTION & DETAILS

 

designed [ATH | dotum AHD

drawn &M 7 PSM 24968
checked J ADT | Origin (BM) RL 107.412
approved

SURVEYED BY

HASS SURVEY

PHONE 5442 6065

————
project

NO 17 TOPAZ STREET
PARISH OF TEWANTIN
COUNTY OF MARCH

TOWN: COOROY

——————

Client

DAVID WILSON

s
$$

a
title #

SITE PLAN

— $$$

For Approval

 

 

 

DATE APPROVED BY COUNCIL

Ne

co
SCALE NTS.

an

OO
REVISIONS

 

 

 

 

 

 

 

 

 

 

 

 

iment} revision details date
=a .
\ _/
FILES
COMPUTER DIRECTORY
C:\KEAYS \WOBS\0448\....

 

 

 

Sheet O1 of O03 sheets

 

drawing number

0448-1

 

 

 

 

date 20/05/2005 /

 

 

 

 

Page 5

 

 

 

; ("CALLAGHAN & TOH sO
Civil, Environmental &

 

 

 

 

 

 

 

 

 

 

 

 

LEGEND: } Hydraulic Engineers
—— —— _ exetwc ol & CHANNEL ho UNC aT
- Phone 54749081
Ss EXISTING SEWER Fox 54749041
O EXISTING cow MANHOLE designed [ATH | datum AMD
drawn _| BM
— sw sw — EXISTING ssh checked TAT | Origin (om,) enentss
-—3—_wioo APPROXIMATE WATER MAIN LOCATION
CONFIRM BEFORE EXCAVATION approved
eT EXISTING TELSTRA hace SURVEY
LOCATE ACCURATELY PRIOR TO EXCAVATION Hs eee? 6065
Oo NEW 1050 diq MH REFER TO
STD DWG 98220, 9843, 98488 (———.—m)
project
PROPOSED GRIMY SEWERAGE UNE NO 17 TOPAZ STREET
PARISH OF TEWANTIN
EXISTING OVERHEAD POWER
Opp*-——*—"_ (BASED ON DESIGN LEVELS ONLY) COUNTY OF MARCH
Cr03/01/01 —— — —— opreynary EASEMENT TOWN: COOROY
PSL 10545 INARY ee
———
E23 TREE (VARIOUS SIZES) Client
DAVID WILSON
\ *
Nie
————— ————
title #
SEWER LAYOUT

EE

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

            

$ ———— oO
Cc
RECONNECT
NO\78 TO i508 STUB FOR, 2 For Approval
—~ NEW “HCB FUTURE ALIGNMENT, 5
NN [git aera » z
| ‘
| LINE AND_REBENCH 7 78 ™
*\ [10 SUIT_NEW SEWER
~“ SS ae sl ly ~ \ eco ay DATE APPROVED BY COUNCIL
. iL 105.051 1St. 106. FROM WH
108.19 | | leet 2.00_] fe 104.64 oJ
Ny i +1 106.41 ~, SCALE

   

CY03/03/01 107.28

 
  

Meters.

 

      

 

     

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

    

 

 

 

 

 

 

 

—_———SSSSS—_SSSSS==
FSL 106.38 -@ CAP EXISTING SEWER INSIDE
Tt NO, 17 TO SATISFACTION OF scale
REMOVE LARGE! NAY 00) cv03/03/01 THE SEWERAGE OPERATIONS 1:500(A3) SG Nor Sear trou MS DRAWING
PINE TREE, $78) FSL 106.31 MANAGER. REMOVE ASPRO \ USE ONLY DIMENSIONS PROVIDED }
- \\ TO, TIP_AND BACKFILL, ' FF
N REVISIONS.
RECONNECT EXTG. ‘ meni revision detaits date
HOUSE ON NO. =e 7
TURF, ALL|
DISTURBED AREAS 80 TO NEW HCB
Ws 107.11 \ 4
PSM ea $a
_— FILES
NOTES: COMPUTER DIRECTORY
¥ C:\KEAYS\JOBS\0448\...
104.99" . CY03/03/02 MAXIMUM HCB DEPTH 1.5m FOR COUNCIL
NN ® FSL 106.36 APPROVAL
AN APPROVED CONTRACTOR SHALL CARRY OUT
ALL LIVE SEWER CONNECTIONS
FILL TO BE PLACED
NO. 17 AS REQUIRED AND COMPACTED PRIOR TO Sheet O2 of 03 sheets
SEWER CONSTRUCTION 7
CUT-IN NEW LINE TO EXISTING MANHOLE AS waxu POO_PI Growing number
DIRECTED BY COUNCILS INSPECTOR, REFER TO} MACMUM 04 48 — 2
CONNECTION DETAIL 1 ON PLAN 0323-3) 2m :

 

 

 

KY date 20/05/2005 }

 

 

 

 

 

 

Page 6

fe

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

FILL TO 105.68]

DATUM RL 100,00

SS

Cs) Ge) Ca)
MANHOLE/END NAME
MANHOLE TYPE 5 & =
UD TYPE 5 3 3
JUNCTION LINE
MH DROP TYPE < =< =
wo wn wo
HOUSE CONNECTION a\2 2 2
INVERT LEVEL 8/s & 8
HC TYPE aa
< Be < <
HC LOT No | 20 r 8
o o N
CH. FROM D/S MH a|8 rR 2
NPS - N

 

 

(CALLAGHAN & TOH ~—(«
Civil, Environmental &
Hydraulic Engineers

2/11 Sunshine Beoch Rood

NOOSA JUNCTION 4567

Phone 54749081

Fox 54749041
designed | ATH | datum AHD

grown} PSM 24968
checked [ADT | Origin (B.M.) RL 107.112

 

 

 

 

 

 

        

 

1306 WATER
TELSTRA

CORE DRILL NEW

1509 INLET AND

SEAL WITH MEGAPOXY

= OR FERROPE EPOXY
REBENCH MANHOLE

 

To surt

 

 

 

150 SNB

0.665%

150 SN&
0.656%

 

1: 150.0

 

1: 152.4

 

CAP EXISTING SEWER IN
NO. 17 TO SATISFACTION
OF SEWERAGE ORERATIONS
MANAGER ONCE NEW LINE
IS OPERATIONAL. °

REBENCH MANHOLE TO SUIT
NEW OUTLET LOCATION

 

 

 

C¥03/03/02
FSL, 106.36

 

   

“9
©
¢

     

 

approved
SURVEYED BY
KASS SURVEY

PHONE 5442 6065
Ne

oF
project

NO 17 TOPAZ STREET
PARISH OF TEWANTIN
COUNTY OF MARCH
TOWN: COOROY

a
Client

 

DAVID WILSON

*
i

 

title #
SEWER LONGITUDINAL SECTIONS
& DETAILS

 

aS.

For Approval

 

 

DATE APPROVED BY COUNCIL

 

 

SCALE (LONGITUDINAL SECTIONS)

 

 

 

 

JUNCTION INVERT LEVEL

104.860

 

DEPTH TO INVERT

 

INVERT LEVEL
OF SEWER

104,470

104.639)
104.840

 

DESIGN SURFACE
LEVEL

 

RUNNING CHAINAGE

 

 

0.000 106.38 104.450 1.93

22.356

 

356 | 105.68 |104.619| 1.06

22.

 

27.581

 

49.937 | 106.36 [104.820) 1.54

 

UNE

LEGEND:

MPP POO PIT TO N.C. STANDARD DRG 4844C

MHO6 600 # PRECAST MANHOLE

MH11 1050 @ PRECAST MANHOLE
MH111100 @ PRECAST VACUUM MANHOLE

DETAIL _1
NTS

QO 7 3 eters 10

Oo 10 50 eters 700

VERT Lae SCALE SHOWN 1S ORIGINAL ORAWING SCALE
7

rr oon) 2" ae i, oe

TN
REMISIONS

 

ment revision details date

 

— > .

 

 

 

 

 

 

 

\ A

oO)
FILES

 

 

COMPUTER DIRECTORY

 

IC:\KEAYS\JOBS\0448\....

 

 

 

Sheet O35 of O3 sheets

 

drawing number

0448-3

 

 

 

 

dote 20/05/2005 S/S

 

 

 

 

 

Page 7

MR W HUME

LOTS 2 & 3 ON RP 67407
80 KAURI ST & 17 TOPAZ ST, COOROY
NSC REF 2006/210

FLOOD ANALYSIS

1. INTRODUCTION

2. OVERFLOWS FROM THE SOUTH
3. DESIGN FLOW RATES

4. HECRAS MODELLING

5. FLOOD BOUNDARIES

APPENDIX

BRISBANE STORMWATER MANAGEMENT PTY LTD
92 Alkoomie St, PO Box 8119, Wynnum North, Q 4178
Ph (07) 3396 3383. ~—- Fax (07) 3901 0285

30 October 2006

 

Brisbane Stormwater Management P/L Doc File Topaz.Rpt - 30 Oct 2006 Page 1

Page 8

1. INTRODUCTION

Brisbane Stormwater Management (BSM) has been commissioned to determine the 100 year flood
levels and flood boundaries on a property which is described as Lots 2 & 3 on RP 67407, at 80
Kauri Street and 17 Topaz Street Cooroy. The owner of the property, Mr W Hume, has an
application before Noosa Shire Council for construction of a duplex dwelling on the property.

The site location and the contributing catchment areas are shown on Figure 1 of this report. A
significant floodway crosses Topaz Street immediately to the west of the site. The site also adjoins
an overflow from the kerb at the junction of Kauri and Topaz streets during major storm events.
Officers of Noosa Shire Council have also queried the possibility of overflows to the subject
floodway from an adjoining catchment to the south, which is also marked on Figure 1.

2. OVERFLOWS FROM THE SOUTH

The adjoining catchment to the south joins with the subject floodway about 500 metres downstream
of Cooroy Mountain Road. The potential overflow points are at Cooroy Mountain Road itself, and
at a low-point in the catchment divide just upstream of Cooroy Mountain Road. A ground survey by
Max Watterson & Associates has found that the overflow level in the cutting of Cooroy Mountain
Road is at EL 107.22 m, while the low-point on the catchment divide just upstream of the road is at
EL 107.53 m. These overflow levels are marked on Figure 1 and the survey data itself is marked in
more detail on Figure 2.

The design of the nearby railway bridge, as shown on Queensland Rail’s Drawing Number $20656
(which is reproduced as page 14 of the Appendix hereto), was based on a 100 year design flood
level of EL 105.26 m. This level is also marked on Figures 1 and 2. Note that the potential
overflow points are downstream of this bridge.

Since the overflow levels are about two metres above Queensland Rail’s 100 year design flood
profile, there is suggested to be no possibility of overflow from the southern catchment to the
subject floodway during a 100 year storm.

3. DESIGN FLOW RATES

The contributing catchment areas are delineated on Figure 1. The contributing areas range from as
little as 2.7 hectares for the kerb overflow at the junction of Topaz and Kauri streets, to 17.8
hectares for the main floodway crossing Topaz Street, to 45.1 hectares just downstream of the
Cooroy Mountain Road crossing. Flow rates from catchments of this size can be adequately
predicted by the Rational Method, for which the appropriate calculations are shown on pages 1 to 7
in the Appendix hereto.

The rate of kerb overflow at the junction of Topaz Street and Kauri Street has been calculated by
subtracting the underground pipe capacity from the total flow at this point, as on pages 8 and 9 of
the Appendix.

The calculated 100 year peak flow rates are summarised on page 10 of the Appendix.

 

Brisbane Stormwater Management P/L Doc File Topaz.Rpt - 30 Oct 2006 Page 2

Page 9

4. HECRAS MODELLING

A HECRAS model has been compiled to translate the design flow rates to flood profiles along the
main floodway and along the flowpath of the kerb overflow.

The cross-sections alignments for the main floodway are shown in Figure 2 while those for the kerb
overflow are shown in Figure 3. Both of those figures also show the surveyed topographic data that
was used to define the cross-section shapes.

The model was started from a 1.25 percent slope-area condition at cross-section 1, about 80 metres
downstream of Cooroy Mountain Road.

Cross-section 18 represented the full width of the kerb overflow at the junction of Topaz and Kauri
streets (see Figure 3). The topography immediately downstream of the kerb has the effect of
deflecting part of the overflow into a formalised drainage channel to the left, while the remainder of
the overflow is deflected to the right and down alongside the subject property, through cross-
sections 17 to 12. The amount of the overflow which is deflected to the right was identified by
locating the left-hand channel marker of cross-section 18 at the dividing line for the left and right
deflections. The overflow to the right was then the sum of the "channel" flow and the "right
overbank" flow at that cross-section; - which equated to 0.30 cumecs or about half of the total 100
year overflow of 0.59 cumecs.:

The condition of the existing floodways is typified by the photographs in Figure 4. The main
floodway in the vicinity of the subject site (cross-sections 8 to 11) is covered in long grass with
some scattered trees; - these cross-sections were conservatively assigned a Manning’s n of 0.10 in
the HECRAS model. Downstream of cross-section 8, the main floodway is significantly overgrown,
for which a Manning’s n value of 0.15 was assigned to cross-sections 1 to 7. The course taken by
the kerb overflow is basically mown grass, for which a Manning’s n value of 0.05 was assigned to
cross-sections 12 to 18.

Printouts of the HECRAS results for the existing floodways are shown on pages 11 and 12 of the
Appendix. The predicted flood flows and levels alongside the subject property are summarised in
Table 1. The flood levels are also marked on Figure 5.

Table 1: Predicted 100 Year Flood Flows And Levels

 

 

 

 

 

 

 

 

 

 

 

Cross-Section Flow (m3/s) Level (m AHD)
17 0.3 107.45
16 0.3 107.09
15 0.3 106.76
14 0.3 106.36
13 0.3 106.01
12 0.3 105.72
11 7.6 105.33
10 7.6 105.32
Brisbane Stormwater Management P/L Doc File Topaz.Rpt - 30 Oct 2006 Page 3

Page 10

5. FLOOD BOUNDARIES
The flood boundaries that result from the predicted 100 year flood levels are marked on Figure 5.

The proposed building platform on the site is seen to be clear of the 100 year flood boundary. Note,

_ however, from Figure 5, that there will be some local surface runoff towards the building platform,

for which appropriate allowance should be made in the construction.

The only significant intrusion of flooding onto the site is at the south-west corner. This intrusion is
caused by the kerb overflows, not the main floodway. This corner could be filled, if required, to
make the site flood free; - this would involve only about 2 cubic metres of filling. This would raise
the 100 year flood level at cross-section 12 by 0.04 metre (to EL 105.76, as on page 12 of the
Appendix), while the flood levels at all other cross-sections would be unaffected.

The proposed access along the unformed part of Topaz Street, to the proposed new dwelling at the
rear of the existing house, will cross the kerb overflow path in two places; - at cross-section 14 and
between cross-sections 17 and 18. The kerb overflows will occur only once in 10 to 20 years, as on
page 9 of the Appendix, and then only for a few minutes at a time (because of the small catchment
area). In a 100 year storm, the velocity and depth at cross-section 14 will peak at 0.14 metres and
0.79 m/sec, leading to a DxV ratio of 0.11, which should be easily trafficable.

 

Brisbane Stormwater Management P/L Doc File Topaz.Rpt - 30 Oct 2006 Page 4

Page 11

 

 

BSM—

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

|
\ \\ ee 3 a f
| Pe whe 2 ee N RD oa:
——_————;goroY MIN | as
aT | \ SAFE POE = Yi
\ \ Topaz-F1.Ded 29 Sep 2006
— ee La VAlA MR W HUME, 17 TOPAZ STREET, COOROY
“ CONTRIBUTING CATCHMENT AREAS FIGURE 1

 

 

 

Page 12

 

 

 

 

 

 

 

 

 

 

 

 

1

00M

 

SCALE 1: 1500 (A3)

 

OVERFLOW CONTROL
EL 107.53, | /

QR BRIDGE DESIGN

100 YR WL 105.26

 

 

 

 

 

CONTOURS SHOWN ARE AT 1M INTERVAL
DERIVED FROM AERIAL PHOTOGRAPHY

 

  

Topaz-F2 Ded

29 Sep 2006

 

MR W HUME
_HECRAS CROSS - SECTIONS AND TOPOGRAPHIC SURVEY

 

, 17 TOPAZ STREET, COOROY

FIGURE 2

 

 

Page 13

 

 

  

UBJECT SITE

 

SCALE 1: 250 (A3)

St SX

  

 

 

 

   

lYNW

Ls

 

TOP OF KERB |

BSmM—

 

 

Topaz-F3 Ded 29 Sep 2006

 

 

MR W HUME, 17 TOPAZ STREET, COOROY
HECRAS CROSS - SECTIONS AND TOPOGRAPHIC SURVEY

FIGURE 3

 

 

Page 14

 

 

LOOKING DOWNSTREAM FROM XSECT 15

’

 

THROUGH XSECTS 14, 13 AND 12

 

Topaz-F4.Dod__ 28 Oct 2006

 

 

MR W HUME, 17 TOPAZ STREET, COOROY
PHOTOGRAPHS OF EXISTING FLOODWAYS

FIGURE 4

 

 

Page 15

 

BSmM—

 

   
      

       

 

 

 

 

 
  

Ko
%,
. |
n® \
ao EXISTING
« GARAGE
&
of
a
wy
© e2_| ot
oS
PROPOSED HOUSE r a \
EXISTING HOUSE ea! wl
|
SITE |
_ \ st
oh ps
nor’ a?
AO
b? &
we
je
& Fa :
Ss 9 hy on S
ah =;  - 3
TOPAZ ST , = sy KERB. -- Reef ---------- Sahat aL —_—
(UNFORMED) _OVERELOW|FBOM I % yo ,
‘ = Baal 00 YEAR coz

 

 

 

\ ao

oO 10M

MR W HUME, 17 TOPAZ STREET, COOROY
Son re 100 YEAR FLOOD INUNDATION BOUNDARIES FIGURE 5

 

Topaz-F5,Ded __ 03 Oct 2006

 

 

 

 

 

 

Page 16

Appendix

Calculations

Design Flow Rates - Catchment A
- Catchments A+B
- Catchment C
- Catchments A+B+C
- Catchments A+B+C+D
- Catchments A+B+C+D+E
- Kerb Overflows

HECRAS Models - Assign Flow Rates
- Results For Existing Floodways
- Results With Filling Of SW Corner

Queensland Rail Bridge Plan, Showing 100 Year Level

Pages 1 & 2
Page 3
Page 4
Page 5
Page 6
Page 7
Pages 8 & 9

Page 10
Pages 11 & 12
Page 13

Page 14

 

Brisbane Stormwater Management P/L Doc File Topaz.Rpt - 30 Oct 2006

Page 17

BRISBANE STORMWATER MANAGEMENT PTY LTD

CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

1E,

5BSM
JOB NO

2006 - 10

PAGE NO

L

RPEQ 2405

/ )/3G

 

Page 18

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO

2006 - 10

PAGE NO

DGOGLE RPEQ 2405

(02/286

 

Page 19

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO
2006 - 10

PAGE NO

3

GOGLE RPEQ 2405

/ (9/26

 

Page 20

BRISBANE STORMWATER MANAGEMENT PTY LTD

CUENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO

2006 - 10

PAGE NO

 

GOGLE RPEQ 2405

ae /tO /O6

Page 21

BRISBANE STORMWATER MANAGEMENT PTY LTD
CUENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO

2006 - 10

PAGE NO

OGLE RPEQ 2405

4/0 /OG

 

Page 22

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO
2006 - 10

PAGE NO

e

|
DGOGLE RPEQ 2405

4/10 /0G

 

Page 23

BRISBANE STORMWATER MANAGEMENT PTY LTD BSmM
CLIENT JOB NO

W HUME 2006 - 10

PROJECT PAGE NO

17 TOPAZ STREET, COOROY 7

 

GOGLE RPEQ 2405

¥/ 1/06

Page 24

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

E,

BSM
JOB NO

2006 - 10

PAGE NO

DGOGLE RPEQ 2405
4/0/86

 

Page 25

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

BSM
JOB NO

2006 - 10

PAGE NO

9

DGOGLE RPEQ 2405
+ / te ‘a6

 

Page 26

BRISBANE STORMWATER MANAGEMENT PTY LTD
CLIENT

W HUME

PROJECT

17 TOPAZ STREET, COOROY

mS

BSM
JOB NO

2006 - 10

PAGE NO
(O

DOGOGLE RPEQ 2405

Glo 166

 

Page 27

‘ 9c/o1/t
Sore

HEC-RAS Plan: Imported Pla Profile: PF 1

 

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

River Reach River Sta .Q Total Min Ch El W.S. Elev } Vel Chni Flow Area Froude # Chi
: m3/s . (m m) mis) (m2) (m)

RIVER-2_[Reach-1 [18 0.590 108.85 108.90 0.67 _ 1.00 29.63 0.97 0.21 0.03 0.02
RIVER-2_[Reach-1__[17 0.300 107.36 107.45 0.79 0.40 6.80 0.96 0.21 0.02 0.02
RIVER-2_[Reach-1 [16 0.300 106.96 107.09 0.86 0.44| 7.22| 0.85 0.20 0.02 0.02
RIVER-2_|Reach1 [15 | 0.300 106.63 106.76 0.64 0.47 7.45 0.77 0.20 0.02 0.02
RIVER-2 _[Reach-1 [14 0.300] 106.22 106.36 0.79 0.38 5.30| 0.94 0.20/ 0.01 0.01
RIVER-2| [Reach-1 [13 0.300 105.82| 106.01 0.70 0.43 4.58|_ 0.71 0.19 0.01 0.01
RIVER2 _|Reach1 [12 0.300 105.67 105.72 0.62 0.50 14.82 1.04 0.19 0.01 0.01
RIVER-1._|Reach-1 [114 7.600 102.93 105.33 0.38 26.27 35.91 0.10 1.00 0.03 0.03
RIVER-1 10 7.600 102.96 105.32 0.34 26.26 36.81 0.09 0.51 0.02 0.01
RIVER-1_[Reach2 [9 10.400| 102.91 105.31 0.30 37.36 41.01 0.08 16.02 0.38 0.32
RIVER-1_[Reach-2__[8 10.400 102.79 105.29 0.36 34.41 40.13 0.09 14.77 0.35 0.29
RIVER-1. |Reach2 __|7 11.300 102.90 105.23 0.36 37.78 42.31 0.09 12.60 0.30 0.25
RIVER-1 _[Reach2 [6 11.300 102.61 105.12 0.44 33.09 26.14 0.09 9.95 0.23 0.19
RIVER-1_[Reach-2 {5 11.300 102,19 405.06 0.24 55,78 58.04 0.05 6.61 0.15 0.13
IRIVER-1 |Reach2 [4 | 14.300] 101.99 105.03 0.21 60.48 58.85 0.05 3.65 0.08 0.07
RIVER-1_[Reach-2 {3 {| _——_11.300] 102.43 105.00 0.47 38.20 6227, ong] = 1.9| 0.04 0.04
RIVER-1  [Reach-2 [25 | Cutvert|

RIVER-1__[Reach-2 [2 11.300 102.21 104.08 0.80 15.02 15.56 0.20 1.55 0.03 0.03
RIVER-1_[Reach-2 [1 14.500 100,99 103.21 0.76 19.75] 21.35 0.24 0.00 0.00

 

 

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