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Response to Information Request - REC13/0015
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~~’N~~J!~~~~~N+ Q~}ATES
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~V1 0-3032
’Qul~J~hl~REC13/0015
The Chief Executive Officer
Sunshine Coast Regional Council
Locked Bag 72
SUNSHINE COAST MAIL CENTRE o 4560
Attention: Glen Oonforti D ~.~’-I... I.
’1h
..31I
Dear Sir,
Cntco
1s linter
Re: Develo ment A lication for Reconfi MAY 2013
Lot 136 on MCH978
:..,.)
55 Lake Macdonald Drive. Cooroy
Applicant: Valkev Pty Ltd. e~lIsnf/n
I refer to the above-mentioned matter and your letter of Information Request date -----=:::::::
ih March, 2013 and I respectfully supply the following information:
PROPOSAL PLAN
Please find attached an amended Proposal Plan of the Reconfiguration (Ref: 10-
3032AH2); the Plan has been amended by the alteration of the road frontage
boundaries to comply with the proposed frontage works, the extent of proposed Lot 1
has been adjusted to provide an improved building area and the area of the Lots
have been adjusted as a consequence of the amendments.
With respect to the points of the Information Request I supply the following:
PLANNING
1. Please find herewith a Plan (Ref: 10-3032AI2) showing the proposed Lots 1 -
4 and a preliminary Lot layout of the balance of the subject property and the
adjoining properties to the north.
The Plan also shows the existing services, the 0100 inundation line, access
points to the balance Lots, parkland areas and the proposed pathway
connections.
2. Please find attached a copy of Plans prepared by Callaghan & Toth (drawing ...~-
~.~~
numbers 1225-30B, 31 B & 32B) showing the proposed roads, sewer, water
and stormwater services. ,....-...
872. .
’\ \ /. ;;20 --=lsc
ENGINEERING
.
I I (I h
V ~x: ~~;i ~~;; ~
3. Please find attached a copy of a Plan prepared by Callaghan & Toth
J(driing
number 1225-02A) showing details of the frontage works; including the A
PRINCIPAL 12 Maple Street (PO Box 639) Cooroy Q 4563 II ABN 59 847 644 252
Max L. Watterson PH 0754426121
Cadastral Surveyor (Qld)
B.Surv(UNSW). M.S.S.S.I
FAX 0754425125
EMAIL [email protected] ~
See the original
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Page 2
pathway, kerb & channel, driveways and parking bays. Please note that the
works will require a strip of land to be added to Lake Macdonald Drive road
reserve.
4. Please find attached a copy of Plans prepared by Callaghan & Toth (drawing
numbers 1225-04 & 05) showing details of the long section of Lake
Macdonald Drive and sections along the frontage including elevations of the
proposed driveways.
HYDRAULICS AND WATER QUALITY
5. Please find attached a Flood Search Certificate for the subject property (Ref:
Advanced Flood Search Certificate, 7 March 2013) .The Q100 inundation has
been added to the aforesaid Plan of the proposed Lot layout (Ref: 10-
3032A12)
6. Please find attached a Stormwater Management Plan for the development
prepared by Callaghan & Toth (Ref: Callaghan & Toth Stormwater Master
Plan 2013).
Please note that this submission completes our response to your Information
Request.
I thank you for your consideration in this matter.
~L
Max Watterson
Page 3
LEGEND
E3 STORMWATER GRATE ~;g DENOTES GRAVEL TREES SERVICES
t/ ll
e STORMWATER MANHOLE
f.-;-:- DENOTES CONCRETE
A-ASH EJ -
ELECTRIC JUNCTION BOX
B -
BLOODWOOD HCB -
HOUSE CONNECTION BRANCH
3 @ SEWER MANHOLE L..--_.J
BA-BANKSIA
BB BOTILE BRUSH
HY
HW
-
HYDRANT
HEADWALL
MAX WATTERSON
D
- -
DENOTES BUILDING
RP113733 .
ELECTRICITY JUNCTION BOX BX-BOX IL -
INVERT LEVEL
[;iiI TELSTRA PIT r-~
CD-CADAGHI
CI-CITRUS
LL
LP
-
-
LID LEVEL
LIGHT POLE
+ASSOCIATES
I DENOTES BITUMEN
r CL - CAMPHOR LAUREL MH -
MAN HOLE
N - WATER METER
.
HYDRANT
-_..I F-FIG
G-GUM
PP
SV
-
-
POWER POLE
STOP VALVE CONSULTING SURVEYORS
.,.. STOP VALVE
~ DENOTES PAVING GC- GOLDEN CANE
HP - HOOP PINE
SWP
TE -
- STORMWATER PIT
TELSTRA PIT & PLANNERS
IB -
IRON BARK WM - WATER METER
.POWER POLE
lliTITIIl DENOTES DAMlPOOL J-JACARANDA
LEP- LEOPARD
12 Maple Street
LIGHT POLE
MA MAHOGANY PO Box 639
@
-
@ BENCH MARK DENOTES TREE MO-MANGO
Cooroy Qld 4563
MP-MAPLE OTHER
N -
NATIVE
Ph. (07) 5442 6121
P-PALM AHD - AUSTRALIAN HEIGHT DATUM Fax. (07)5442 5125
137 PB- PAPERBARK
PI-PINE
BM
E.D.A.
-
BENCH MARK
-
EFFLUENT DISPOSAL AREA
[email protected]
MCH978 PN -
PANDANAS H.S.A. -
HOUSE SITE AREA
PO - POINCIANA FFL - FINISHED FLOOR LEVEL
S - STRINGYBARK RL - REDUCED LEVEL
SC -SCRUB
SH -SHE OAK
Client: K & V KELLY
SI - SILKY OAK
UM -
UMBRELLA
WL-WATILE
X-EXOTIC
Project:
PLAN OF PROPOSED
RECONFIGURATION
OF LOT 136 ON
MCH978.
PARISH: TEWANTIN
COUNTY: MARCH
LOCAL GOVT: SUNSHINE COAST R.C.
LOCALITY: COOROY
-r- I
Q~~~ Scale: 1:1000
Datum: AHD
Plan 1 of 1
Date: 03-05-13
100 ( LlNETYPE LEGEND
SP21873~
RESERVE
~\,..Q I,I!!! ’.I!! 1’1
BANK BonOM
BANK TOP
..
Ongln:
PM 178243
RL 108.138
Ref:
90~ I. ,. ,. I, Cont.lnt: 0.5m
BAnER
0-3032AH2
(OPEN SPICE) CROWN
GunER
I3l.. e’G
I
~~G ._,..,..-......-......
-E-ELECTRICAL
GRAVEL
BITUMEN
KERB
CONCRETE
NOTE:
This plan has been prepared for application
purposes only and may be subject to change.
-w-WATER Dimensions and areas shown hereon are
PLACE
\,..~~~ -s-SewER
-0-DRAINAGE
.~.TREELINE
DAMIPOOL
GARDEN
approximate only and subject to final survey.
Amendment 19-04-13: Road widening to Lake
Macdonald Drive. Areas of Lots 1-4 adjusted.
. It TF ?FJ 51 .
ROCK OUTCROP
BUILDING
------- PAVING
XYYXXYYYXXXx RETAINING WAlL
WALL
i 0 i . . GUARORAlL
-/-/- FENCE
Scale 1:1 000 -
Lengths are in Metres
BOY
I....,,,,J MAJOR CONTOUR
MINOR CONTOUR
10 o 10 20 30 40 50 60 70 80 90 100 110
Page 4
E3 STORMWATER GRATE
LINETYPE LEGEND
BANK BonOM
e STORMWATER MANHOLE
!I ’t! IIII 1.1 1.1
BANK TOP
@ SEWER MANHOLE
I. " I. I.
BAITER II ELECTRICITY JUNCTION BOX
CROWN I TELSTRA PIT
101
CORDWOOD _
GUTIER WATER METER
GRAVEL 3 PUL
.
HYDRANT MAX WATTERSON
._,.."..-,.."..-~ BITUMEN
RP202304 PARK M STOPV/>J.VE
KERB
CONCRETE
~" DRIVE .POWER POLE
+ASSOCIATES
’:t c:-,, LIGHT POLE
N ELECTRICAL
WATER
"
.........&;0..........
"T.>Q, .....
., BENCHMARK
CONSULTING SURVEYORS
DAM/POOL .....~s,J.........
,
& PLANNERS
-s-SEWER
-D-DRAINAGE
.~.TREELINE
12 Mople Street
GARDEN PO Box 639
. """!A!’MW&I .
ROCK OUTCROP Cooroy Qld 4563
BUILDING
Ph. (07)54426121
PAVING
XXXXXXYYXXXX RETAINING WALL 99 Fax. (07)54425125
Emoil. [email protected]
WALL
RP881300
. G i . i GUARDRAil
-/-/- FENCE
BOY
MAJOR CONTOUR
1 Client: K. & V. KELLY
MINOR CONTOUR
-<>
RP173883
J....,
..,,,
-s-~
..,_,_
~
8 Project:
PLAN OF PROPOSED
3 RECONFIGURATION
RP113733 OF LOTS 136 & 137
ON MCH978 & LOT 2
ON RP173883.
1#
(!j PARISH: TEWANTIN
~/~ COUNTY: MARCH
,~~
~- LOCAL GOVT: SUNSHINE COAST R.C.
135 LOCALITY: COOROY
R.661
MCH978
RESERVE FOR GRAVEL
Plan 1 of 1
Scale: 1:1500
Date: 7-05-13
Q~<ttJ~ Datum: AHD
Origin:
PM178243
RL 108.138
Cont.lnt: 0.5m
Ref:
10-3032A/2
6 NOTE:
~ This plan has been prepared for application
purposes only and may be subject to change.
7 Dimensions and areas shown hereon are
approximate only and subject to final survey.
~~
\, Scale 1:1500 -
Lengths are in Metres
111111",,1
15 o 15 30 45 60 75 90 105 120 135 150 180
RESERVE OPEN SPACE
Page 5
Callaghan & Toth
-------
PROPOSED LAY BACK TYPE INVERT UNE KERB &
Civil, Environmental &
CHANNEL M 1 TO IPWEAQ STD DWG R-OOBO
Hydraulic Engineers
--0-- PROPOSED SEWER & MANHOLE
PO BOX 2305
--
S EXISTING SEWER NOOSA HEADS 4567
--
’" EXISTING WATER 6/41 Sunshine Beach Road
Phone 54749081, Fax 54749041
www.callaghanandtath.cam.au
---", datum AHD DERIVED
PSM’
AH Origin (B.M.) RL ’
approved
SURVEYED BY
MAX WA1TERSION .
A5SOCIAlES
PHONE 54 426 121
project
PROPOSED 31 LOT SUBDIVISION
55 LAKE MacOONAl.D DRIVE
COOROY
\
\
h
Client
\~\~
\
\
’"
\
~
"
V PlY LTD
’\ \
0
\ f~"’\h\\
\ \
\ \ ’"
()
ACTIVE
AREA
\
\~\
\
PARK~ND.:\\
\
\ \
/
(!)
~
~
[’~ MASlER PINI
)
\\~\\ \ \
\ \ ’"
LOT 136 on MCH978
\
Pariah of TEWNrnN
County of MARCH
SUNSHINE COAST COUNCIL
Locarlty of LAKE MacOONAl.D
SCALE
o 5 10 15 20 25 IIotorI 50
scale SCALE SHOWN IS ORIGINN.. 0AAW1HG SCALE
00 NOT SCALE fROIj THIS OAAWIHG
1:1000(,6,3) USE ONLY DlWENSIONS PRO\’IOED
REVISIONS
revision details dote
A ADD LEGEND 4 13
8 AMENDED TOP OF BANK LOCATION 5 13
FlLES
II
N
Q~~~ II PRRIJVINARY
"Q
O~ Sheet 1 0 of ’
sheets
G
", drawing number
1225-30
dote 2nd APRIL 2013
Page 6
Callaghan & Toth
PROPOSED LAY BACK TYPE INVERT UNE KERB &
CHANNEL M1 TO IPWEAQ STD DWG R-0080 Civil, Environmental &
-VlIO- PROPOSED WATER MAIN
Hydraulic Engineers
PO BOX 2305
-1,/- EXISTING WATER MAIN NOOSA HEADS 4567
< EXISTING WATER METER
6/41 Sunshine 8eoch Rood
Phone 54749081, Fox 54749041
EXISTING WATER HYDRANT www.colloghonondtoth.com.ou
datum AHD DERIVED
PSM
AH Origin (8.M.) RL.
FOR DETAILS OF WATER MAINS
TO STAGE 2 LOTS 5 TO 7 approved
REFER TO DETAIL ON PLAN 3 SURVEYED BY
MAX WATTERSION .
ASSTES
PHONE 54 426 121
PROPOSED 31 LOT SUBDMSlON
55 LAKE WacOOtW.D DRIVE
COOROY
Client
"
g V PlY LID
8
Iff
;:t
~
["~lER MASl PIAH
)
LOT 136 on MCH978
I\r, I\r, Parish of TEWNrnN
f_PA~/.V~ PARKLAND County of MARCH
~J"0REA
SUNSHINE COAST COUNCIL
Locarlty of LAKE MacOONAl.D
SCALE
o 5 10 15 20 25 ..... 50
scale SCAlE SHOWN IS 0RIGIN.Il ~SCAlE
00 NOT SCAlE FROII THIS DRAWING
1:1000(A3) US[ ONLY OIIIENSIONS PROVIDED
REVISIONS
revision details dote
A ADD LEGEND 4 13
B At.lENDED TOP OF BANK LOCATION 5 13
FILES
II
N
<;)~-.J~ II
\..<;)
~
C<;)O FOR DETAILS OF WATER MAIN Sheet 10 of sheets
~~ TO STAGE 1 LOTS 1 TO 4
drawing number
REFER TO DETAIL ON PLAN 2
1225-31
dote 2nd APRIL 2013
Page 7
Callaghan & Toth
PROPOSED LAY BACK TYPE INVERT UNE KER8 &
CHANNEL Ml TO IPWEAQ STD DWG R-0080
Civil, Environmental &
Hydraulic Engineers
PROPOSED STORMWATER PIPE
PO BOX 2305
NOOSA HEADS 4567
-+
C! PROPOSED INTERLOT DRAINAGE PIPE WITH 6/41 Sunshine Belich Rood
RAlNGARDEN Phone 54749081, Fox 54749041
-+ www.callaghanandtoth.com.au
PROPOSED INTERLOT DRAINAGE PIPE
datum AHD DERIVED
WITH PITS
e PROPOSED 810RETENTlON BASIN AH Origin (B.tot.)
PStot
RL.
PROPOSED 810RETENTlON SWALE
~. TO DETAIL approved
SURVEYED BY
aft"::
rn
PROPOSED GULLY PIT WITH MAX WAMRSION "ASSOCMTES
UPSTREAM TREE PIT PHONE 54 426 121
PROPOSED 31 lOT SUBDMSlON
55 lAKE MacOONALD DRIVE
COOROY
Client
"
’\ ~ VNJ<EV PTY LTD
8
\
Iff
;:t
~
[’~1ER I&’SIER PIM
)
LOT 136 on MCH978
f"\..., f"\...,
Parish of lEWANllN
(_PASS/.VE;_
’-\.J-
PARKLAND
County of MARCH
v.J.REA
SUNSHINE COAST COUNCIL
Locarlly of lAKE MacOONALD
SCALE
o 5 10 15 20 25 ..... 50
scale SCAlE _ IS 0flIGIH.Il. DRAWING SCAlE
00 NOT SCAlE FROM THIS DRAWING
1:1000(A3) USE ONLY DIMENSIONS PR<MDED
REVISIONS
revision details dote
A ADD LEGEND 4 13
B AMENDED TOP OF BANK LOCAnON 5 13
~/
r-0.90-t-l.2m 2m
FILES
PRRIMNARY
) 0.1 m DEEP COARSE SAND
TRANsmON LAYER
(0.5mm-2mm)
Sheet 1 0 of
drawing number
sheets
0.15m MINIMUM DEEP 5-2mm
WASHED SCREENINGS & SLOTTED UNED 810 SWALE 1225-32
RIGID SEEPAGE PIPES & 0.5"
MIN GRADE.
dote 2nd APRIL 2013
Page 8
LEGEND: EXISTING SERVICES LEGEND -
TREES
Callaghan & Toth
I, I, I, I, I, TOP OF BANK Civil, Environmental &
A -
ASH
BOTTOM OF BANK B -
BLOODWOOD Hydraulic Engineers
BA -
BANKSIA PO BOX 2305
/ / / / /
BUILDING/STRUCTURE LOT 26 BB -
BOTTLE BRUSH
NOOSA HEADS 4567
6/41 Sunshine Beach Rood
BX -
BOX
--
CENTRE LINE OF ROAD Phone 54749081, Fox 54749041
CD -
CADAGHI www.colloghonondtoth.com.ou
---
.LLLL._....LilL__
EDGE OF BITUMEN --- CI -
CITRUS
datum AHD DERIVED
CL -
CAMPHOR LAUREL
-’VVVVVVVVVVVVv CONCRffi F -
FIG PSM
G -
GUM
AH Origin (8.1.1.) RL’
-D- DRAINAGE
GC- GOLDEN CANE
-/-/- FENCE HP -
HOOP PINE
approved
IB -
IRON BARK
-----
GRAVEL SURVEYED BY
J JACARANDA
-
MAX WATTERSION "~TES
LEP- LEOPARD
------
EASEMENT PHONE 54 426 121
MA MAHOGANY
-
-s- SEWER MO -
MANGO
MP -
MAPLE project
----
KERB & CHANNEL N -
NATIVE
POWER
P -
PALM PROPOSED SUBOMSlON
PB- PAPERBARK
PI PINE
55 LAKE MacDONALD DRIVE
("’’
l, PN
-
-
PANDANAS COOROY
(" b ? TREES (SEE SPECIES
PO -
POINCIANA
S -
STRINGYBARK
t~v0_,) TABLE ON PLAN 1225-02)
SC
SH
SI
-
-
-
SCRUB
SHE OAK
SILKY OAK
Client
.~TREE LINE
TT TEA TREE
V PTY LTD
-
LOT 21
-"’- WATER WL -
WATTLE
X -
EXOTIC
( WATER MffiR
WATER HYDRANT
I
title
LEGEND: PROPOSED SERVICES STAGE 1 FOUR LOTS
NEW 30mm AC SURFACING WITH GRAVEL t.tAS1ER CML LAYOUT PlAN 1
-PAVEMENT THICKNESS SUBJECT TO CBR TESTING
L
NEW CONCRffi DRIVEWAY TO IPWEAO STD DWG R-0050 CHARCOAL
- COLOUR N32 125mm THICK WITH F72 MESH (PROVIDE 75mm MINIMUM
SUB-BASE PAVEMENT UNDER CONCRffi IF SUBGRADE CBR VALUE=(6) J LOT 136 on MCH978
Parish of TEWANTIN
EXTENTS OF EXCAVAnON. TOPSOIL, FERnLlSE & GRASS SEED
~---------l WHERE NOT REVEGETATED OR MULCHED (80’; COVER BY ON County of MARCH
MAINTENANCE). TOPSOIL FERTILlSE & TURF FOOTPATH 2m WIDE SUNSHINE COAST COUNCIL
1::::::::::/::::::::::::::::::::::1 EXTENTS OF FlWNG. TOPSOIL, FERn LISE & GRASS SEED \)~~ LDcardy of LAKE t.tacDONALD
(80% COVER BY OFF MAINTENANCE). TOPSOIL, FERnLlSE & ~~ty...\,\) ~
TURF ROAD RESERVE
~ty...c.’V ~
C1
NEW CONCRffi CARPARK WITH KERB EDGE
\}’+-’- ~~
l.1’a
- .~~
SCALE
~ o 2.5 5 7.5 10 12.5 IIoIn 25
~ scale SCAlE SHOWN IS ORIGINAl. DRAWING SCAlE
BREAK UP EXlsnNG CONCRffi ~ 1:500(AJ) DO NOT SCAlE fROIj lHlS DRAWING
USE ONLY DIMENSIONS PIlO\IIlED
TO TIP ’0
<6
REVISIONS
-NEW INTERNAL/EXTERNAL
REFER
FOOTPATH TO SEO
FOR WIDTHS R-065 TO PLANS
~ REALIN WATERMAlN AND ABANDON
....t revision details dote
-:: ~ OLD LINE UNDER WIDENING A AMENDED TOP OF BANK LOCAnON 05 13
’0
PROPOSED SEWER & MANHOLE
~ <6
PROPOSED LAY BACK TYPE INVERT LINE KERB & ~
’<..r.
CHANNEL Ml TO IPWEAO STD DWG R-0080 ~ ~
-[- PROPOSED UNDERGROUND ELECTRICAL
V
’0
II
~ SERVICE POLE TO HOUSE IS TO BE REMOVED N FlLES
AND GUARD RAIL IS TO BE REMOVED
-YUIG- PROPOSED WATER MAIN
LOT 1
II
FRC/RCP RRJ CLASS 2 SP218739
-+ -
NEW INTERLOT DRAINAGE STORMWATER PIPE CLASS
PREI.ARY
PN6 OR PN9 (WHERE COVER LESS THAN 600mm) ~
% Sheet 2 of sheets
’J:!
~ LOT 2 drawing number
(5’"
TREES TO BE REMOVED SP218739 1225-02
A
dote 2nd APRIL 2013
Page 9
/ "’
Callaghan & Toth
Civil, Environmental &
Hydraulic Engineers
PO BOX 2305
NOOSA HEADS 4567
6/41 Sunshine Beach Rood
Phone 54749081, Fax 54749041
www.callaghanandtath.com.au
designed AnT I datum AHD
drawn MM I PSM .
checked AH 1 Origin (B.M.) RL.
approved
SURVEYED BY
MAX WAMRSION ~ ASSJCIATES
PHONE 54 426 121
project
PROPOSED LOT SUBDMSION
55 LAKE MacOONAl.D DRIVE
a-
a-
o
COOROY
r-
~ -D
r-
~
~ a- Ln
_j r- r-
_j 0:: Ln N
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title
__~ 9:
~.............. STAGE 1 fOUR LOTS
MACOONAI.D DRIVE
if’~ LONGITUDINAl.. SECOON
LOT 136 on McH978
Parish of lEWANTlN
Horiz Curve Da ta R23’i.l8~ IRIS0m
..
County of MARCH
Vertical Geometry Grade (%) J JLs% .. ",,-~..4480/~
I
I
-.P13~ SUNSHINE COAST COUNCIL
II Locarlly of LAKE MacOONAI..D
Vertical Curve Length (m) ILSO.782 ...
Vertical Curve Radius (m)
DA TUM R.L.9S.000
\""
I
R1900
I \ 1 SCALE
CUT I I I I I
VOLUMES o 1 2 3 2.5 5 10
FILL I I I I o 10 20 30 40 50 -. 100
SCAlE SHOWN IS ORIGINAl DAAYIlNG SCAlE
""Ir- 01 ~131 ~I
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CD ~
NATURAL SURFACE ...z
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,....:,....: -D
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1 :2000 HORIZ ~’:L~~1H:NG
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COMPUTER DIRECTORY
LONGITUDINAL SECTION 120 CL 1
X:\JOBS\CT Proiects in progress\1225 30 lots
lake MacDonald Drive\DesiQn\Current DWG-BASE
PREIJIlINARY
Sheet 4 at sheets
drawing number
1225-04
.
" date 2nd APRIL 2013 )
Page 10
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We) NOOSA HEADS 4567
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Phone 54749081, Fax 54749041
www.callaghanandtoth.com.au
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Page 11
v
Sunshine Coast
Council
I flnndREAD I
areyou?www.floodready.goY.au
Advanced Flood Search Certificate
This certificate is issued in response to an information request for a property which is located within the
geographical boundaries of Sunshine Coast Council.
Max Watterson & Issue Date 07 March 2013
Applicants Name
Associates
Applicants Address PO Box 639 Property Number 127447
COOROY QLD 4563 Lot 136 MCH 978
Property Description
Lot 137 MCH 978
Lot 2 RP 173883
Address 55 Lake Macdonald Dr COOROY
QLD 4563
Our Reference Cer13/0538
Email Address [email protected] Issuing Officer PMS
Your Reference 10/3032
This certificate is issued in response to an enquiry for the above property:
ENQUIRY DATE: 14/02/2013
REGISTERED OWNERjS NAME: Valkev Pty Ltd
DEFINED FLOOD LEVEl: See flood map and flood study notes below
DEFINED FLOOD EVENT: I%AEP
SOURCE OF INFORMATION: Cooroy Tributary T2 & T3 Flood Study, Cardno Lawson & Treloar,
2007
HIGHEST HISTORICAL FLOOD LEVEl: A flood level has not been recorded on these properties
LOCATION DESCRIPTION OF
A flood level has not been recorded on these properties
RECORDED HISTORICAL EVENT:
DATE OF HISTORICAL EVENT: A flood level has not been recorded on these properties
MINIMUM FLOOR LEVEL: Not applicable
THIS CERTIFICATE IS VALID FOR 6 MONTHS FROM DATE OF ISSUE.
FLOOD STUDY NOTES
In relation to the flood study used to produce the map in this certificate please note
the following;
. This flood study is dated and the suitability for purpose needs to be considered.
. Comparison of Aerial Laser Survey data with the ground data used in the flood
study shows some discrepancies.
. Intensity Frequency Charts are under review and due for release in March 2013.
It is expected the intensities will increase.
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Flood Search Certificate (FSCV3-0809) Page 1 of 4
Page 12
Sunshine Coast
Council I flaadREAD’I
Flood Search Certificate (FSCY3-0809) Page 2 of 4
[OCR of page images]
Sunshine Coast
Council
is pr
iJ neither the Sunshine Coast Regional Council nor the State of Queensland
makes any representations or warranties about its accuracy.
reliability, completeness or suitability for any [pokes Peres,
and disclaims all responsibility and all liability (includi
limitation, fability in negligence) for all expenses, ede damages
{including indirect or consequential damage) and costs that may
occur as a result of the product being inaccurate or incomplete in
any way or for any reason.
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Flood Search Certificate (FsCv3-0809) Page 2 of 4
Page 13
"
Sunshine Coast
Council
I fl..dREAD’I
are you? www.floodready.goY.au
Drainage Deficient Areas
Council advises that the land is in a declared drainage deficient area as shown on Regulatory Map1.5: Flood Prone
D and Drainage Constraints Area in Maroochy Plan 2000.
~Council advises that the land is not in a declared drainage deficient area as shown on Regulatory Map1.5: Flood
L__j Prone and Drainage Constraints Area in Maroochy Plan 2000.
Flood Regulation Lines (for Petrie Creek only)
Council advises that the land is subject to the provisions of Flood Regulation Lines.
D
Council advises that the land is not subject to the provisions of Flood Regulation Lines.
EJ
CLIMATE CHANGE
The advice provided in this certificate is based upon standards relating to current climatic conditions and historically recorded
flood events only. Please be aware, the current standards do not include allowances for future climate change projections in
our region. These projections include but are not limited to; increased rainfall intensity, higher mean sea level and more
extreme weather conditions (e.g. storm surge and tropical cyclones).
QUEENSLAND COASTAL PLAN ADVISORY NOTE
The above Defined Flood Levels and Minimum Floor Levels do not account for increases in sea level due to the predicted
effects of Climate Change. The Queensland Coastal Plan (SPP 3/11) may contain additional requirements in relation to
projected sea level rise due to climate change for development applications within the Coastal Zone, other than development
for a detached house (for which the QCP does not apply).
Further information can be obtained from the Department of Environment and Resource Management, with specific property
searches available through the Departments website at:
http://www.derm.qld.gov.au/environmental_managemenUcoast_and_oceans/coastal_managemenUcoastal_plan_maps.php
NOTES FOR FLOOD INFORMATION
1. The absence of Highest Historical Flood Level information does not imply that the above property is not subject to
flooding, simply that Council has no record of this property flooding. Applicants are encouraged to make their own local
enquiries.
2. The MINIMUM FLOOR LEVEL is calculated as whichever is greater of either:
(a) 500mm freeboard added to the Defined Flood Level for the site; or
(b) 800mm freeboard added to the Defined Flood Level for the site if the property is located in the Noosa River
catchment only in accordance with the Noosa River Flood Study; or
(c) 500mm freeboard added to the Highest Historical Flood Level appropriate to the site; or
(d) If the property is intended for use as a Hospital or Emergency Services Facility then the Sunshine Coast Regional
Council should be contacted to determine this level.
3. Council advises that if stormwater drainage pipelines/easements exist on the property then no earthworks or building are
permitted in the easement.
4. All buildings shall conform to the relevant Planning Scheme Code in The Noosa Plan.
5. Please be aware of the natural topography in your area. Water runoff which exceeds the capacity of the underground
drainage system (if present) and which concentrates in surface depressions and gullies as it flows down a catchment can
cause localised flooding and is not identified in this certificate.
6. Filling must not cause actionable nuisance in accordance with Queensland Urban Drainage Manual.
7. Council advises that if there are openings to basements these openings require a minimum level at least equal to the
minimum floor level.
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Flood Search Certificate (FSCV3-0809) Page 3 of 4
Page 14
.
..
Sunshine Coast
Council
1.I dREAD .1
DISCLAIMERS are you? www.floodready.go..au
Flood information provided by Council should only be used as a guide to the extent of flooding on the property. This
information may be inaccurate or incomplete and it is recommended that purchasers make their own local enquiries with
regard to the flooding and drainage history of the site. NO LIABILITY IS ACCEPTED FOR THIS INFORMATION.
The property information supplied does not represent the highest probable flood level that could occur on this property. A
flood more severe than the level described above may occur, although such events would be rare.
The absence of flood information does not imply that the above property is not subject to flooding, simply that Council has no
flood information for this property flooding.
If there is a history of flooding or drainage issues we recommend you seek professional advice on this matter.
SUNSHINE COAST COUNCIL ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OF THIS INFORMATION
GLOSSARY OF TERMS
Term Definition
Applicant The individual/s requesting a flood search to be completed for a specified property.
The individual/s that are registered by Council as owning the property for which a flood
Registered Owners search is requested.
The Australian Height Datum (AHD)is the reference level for defining reduced levels
AHD adopted by the National Mapping Council of Australia. The level of 0.0 m AHD is
approximately mean sea level.
Defined Flood Level A water level derived through mathematical modelling of the Defined Flood Event.
Terminology consistent with State Planning Policy (SPP,2003)which states "Defined Flood
Defined Flood Event Event is the flood event adopted by a local government for the management of development
in a particular locality".
The Average Recurrence Interval (ARI)is a statistical estimate of the average period in
years between the occurrence of a flood of a given size or larger.
ARI
For example the 100 year ARI event will occur on average once every 100 years, this is
equivalent to a 100 year ARI having a 1 % probability of occurring in any given year.
Is a reference to the document summarising the results of the anticipated flooding relevant
Source of Information
to this location.
Highest Historical Flood The highest flood water level from all historic events for which Council has records.
Level
Location Description of
A description of the site where the Highest Historical Flood Level was recorded.
Recorded Historical Event
Date of Historical Event The date on which the Highest Historical Flood Level occurred.
The minimum floor level calculated in accordance with the Town Plan through the addition
Minimum Floor Level of the relevant freeboard to the Defined Flood Level and the Highest Historical Flood Level.
Council requires that the higher of these two levels be used as the minimum floor level.
Where a ’regulation line’ has been set by Council to define the limit to which development
Flood Regulation Line
may encroach onto a floodplain, development is undertaken outside such ’regulation line’.
Rainfall Intensity The amount of rainfall occurring in a unit of time, usually expressed in millimetres/hour.
A tidal datum; the arithmetic mean of hourly heights of the sea at the tidal station observed
Mean Sea Level
over a period of time (preferably 19 years). Source: BOM This is approximately 0.0 m AHD
The elevation of water generated by a tropical cyclone above or below the normal
Storm Surge
astronomical tide.
A tropical cyclone is a low-pressure system which develops in the tropics and is sufficiently
Tropical Cyclones intense to produce sustained winds of at least 63 km/h or greater and gusts in excess of 90
km/h near the centre.
A factor of safety usually expressed as a height above the adopted Defined Flood Level. A
Freeboard freeboard tends to compensate for factors such as wave action and historical and modelling
uncertainties.
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Flood Search Certificate (FSCV3-0809) Page 4 of 4
Page 15
~
...
, ,
V’ltiie (Nery care is taken to ensure the accuracy of this product,
ne~herthe Sunshine Coast Regional Council nor the State of Queensland
makes any representations or warranties about its accuracy.
reliability, completeness or suitability for any particular purpose
and disclaims all responsibility and allliabiity (including without
imiation, lability in negligence) for all expenses, losses. damages
~ncluding indirect or consequential damage) and costs that may
occur as a resu~ of the product being inaccurate or incomplete in
any way or for any reason.
Page 16
\
STORMWATER TREATMENT AND
WATER QUALITY MANAGEMENT
PLAN
VERSION 1
FOR
Kevin and Val Kelly
MAY 2013
RECONFIGURATION OF LOT 136 ON MCH978
STAGE 1 -
4 LOTS
55 LAKE MACDONALD DRIVE, COOROY
~~~
~~
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J’
Callaghan & Toth ~~
Civil, Environmental &
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Hydraulic Engineers
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A.B.N.5905570314
8/41 Sunshine Beach Rd
Noosa Junction Q 4567
Telephone (07)54749081
Facsimile (07)54749041
Job No: 1225
Document No.: 1225_SWQMP_1
WYffl.callaghanandtoth.com.au
Page 17
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Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 1225 SMP.doc [Rev 1]
Project Manager: Alex McWilliam
Author: Lex Toth NPER3 (ENV)(CIVIL)RPEQ 6069 CPESC
Reviewer: Jane Davissen BE (ENV)
Client: Kevin and Val Kelly
Contact Person: Alex McWilliam (07 54 555425)
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION
0 1 2
Kevin and Val Kelly Client 1
Jane Davissen Callaghan & Toth Author 1 1
Alex McWilliam McWilliam Property Project Manager 1 1
Max Watterson Max Watterson & Planner 1 1
Associates
Sunshine Coast Assessment Officer 1
Regional Council
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
1 May 2013 Lex Toth Jane Davissen
The information contained in this report is confidential and proprietary to Callaghan and Toth. It may
only be used by the person to whom it is provided, for the stated purpose for which it is provided, and
must not be imparted to any third person without the prior written approval of Callaghan and Toth.
Callaghan and Toth reserve all legal rights and remedies in relation to infringement of its rights in
respect of its confidential information.
OCallaghan & Toth
2013
2
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 18
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Callaghan & Toth
CONTENTS
1. SUMMARY............................................................................................................................................5
2. INTRODUCTION ................5
..................................................................................................................
3. DESCRIPTION.....................................................................................................................................6
3.1 Proposed Works............................................................................................................................6
4. WATER QUALITY MANAGEMENT PLAN..........................................................................................10
4.1 Proposed On-Site Stormwater Treatment Process ......................................................................1 0
4.2 MUSIC Model..............................................................................................................................1 0
4.2.1 Source Nodes ......................................................................................................................1 0
4.2.2 Treatment Nodes .................................................................................................................10
4.2.3 Rainfall Data ........................................................................................................................11
4.3 MUSIC Modelling Results ............................................................................................................11
4.3.1 Water Quality Objectives .....................................................................................................11
4.3.2 Assessment of Results ........................................................................................................12
5 FLOODING ASSESMENT REPORT ..................................................................................................15
5.1 Existing Conditions.................................................................................................................... ..15
5.2 Proposed Drainage System....................................................................................................... ..15
6 CONCLUSIONS & RECOMMENDATIONS ........................................................................................15
APPENDIX 1 -
Preliminary Storm water Quality Management Plan ..................................................
A
APPENDIX 2 -
MUSIC Results .........................................................................................................
B
APPENDIX 3 -
Site Photos ...............................................................................................................
C
APPEN DIX 4 -
Q10 Pre and Post Development............................................................................... D
3
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 19
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Callaghan & Toth
LIST OF REFERENCES
1. EN HEALTH (2004)Guidance on the Use of Rain Water Tanks.
2. Engineers Australia (2006)Australian Runoff Quality. Australian Runoff Quality
Guidelines.
3. Healthy Waterways (2006)Water Sensitive Urban Design Technical Design Guidelines
for South East Queensland
4. Queensland Development Code Part 4.3 (Oct 2008)Alternative Water Sources.
5. Water by Design, MUSIC Modelling Guidelines for South East Queensland -
Version 1
(December2010)
6. Wong, T., Breen, P. & Lloyd, S. (2000)Water Sensitive Road Design -
Design Options
for Improving Stormwater Quality of Road Runoff. CRC for Catchment Hydrology
Technical Report No 00/1.
7. Deemed to Comply Solutions -
Stormwater Quality Management (South East
Queensland)
LIST OF FIGURES
Figure 1.1 Site Location Pian... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
7
Plan No. 01 Stormwater Quality Catchment Layout.... ... ... ... ... ... ... ... ... ... ... ...
8
Plan No. 02 Stormwater Quality Treatment Devices... ... ... ... ... ... ... ... ... ... ... ...
9
Figure 4.1 MUSIC Model for the Proposed Development............ ...............
13
Figure 4.2 Bioretention Basin Detail........ ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
14
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas... ... ... ... ...... ... ... ... ... ... ... ... ... ... ... ... ...
.10
Table 4.2 Comparison of Load Reductions... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
.11
I .15
Table 5.1 Pre-Development and Post Development Discharges... ... ... ... ... ...
4
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 20
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Callaghan & Toth
1. SUMMARY
The key points of this investigation are as follows:
1. Runoff from road widening, footpaths and driveway crossovers is to be cleaned of
nutrients and gross pollutants via a Bioretention Basin and then released to existing to
the gully.
2. The increase in pollutant loads due to the increase in impervious areas is to be
attenuated.
3. Water saving devices for new fixtures are required.
4. Stormwater Detention is to be incorporated into the Bioretention Basin to achieve no
increase in runoff concentration.
2. INTRODUCTION
This report was written as part of an Reconfiguration of a Lot application Information Request
for Sunshine Coast Regional Council:
Submit a preliminary Storm water Management Plan (SMP)showing how stormwater
from the development will be treated to meet current best practice load based reduction
targets and how peak discharge will be limited to pre-development rates for all events
from the 1 to 100 year ARI storm events. The preliminary SMP should be designed in
accordance with the preliminary master as a result of Item 1.
As such this Stormwater Management Plan (SMP)has been prepared in accordance with the:
1. Water Sensitive Design Code in the Noosa Plan; and
2. Water Sensitive Urban Design Technical Design Guidelines for South East Queensland,
published by Health Waterways.
The site subject to this report is Lot 136 on MCH978 located at 55 Lake MacDonald Drive,
Cooroy (refer Site Location Plan Figure 1.1).
This SMP considers the new hardstand areas, including road widening, footpath, driveway
crossovers, and new roof areas for the proposed 4 lots. This report also aims to demonstrate
that the proposal complies with relevant codes and guidelines and that the storm water runoff
will not change the surrounding hydrology.
A Bioretention basin is required for the site. This device will enable the water quality objectives
to be achieved. Water minimisation is in accordance with the guidelines.
The Model for Urban Stormwater Improvement Conceptualization (MUSIC)has been used to
assess the suitability of various treatment devices and to model existing and predicted pollution
export loads and concentrations.
5
55 Lake MacDonalld Drive Stage 1
-
SMP Rev I.doc May 2013 1225
Page 21
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~
Callaghan & Toth
3. DESCRIPTION
The site is an existing rural lot with one house and partly cleared land for rural pursuits. The
site is bounded by Lake MacDonald Drive to the south-east, residential development to the
south-west and vacant rural land to the north.
This site is subject to the ponding of floodwaters. The Q1 00 year ARI flood levels indicate that
the extent of flooding does not impact on Stage 1 of the proposed Lot Reconfiguration.
3.1 Proposed Works
It is proposed to reconfigure one lot into four lots as part of a larger reconfiguration. This stage
one reconfiguration will include:
Widening Lake MacDonald Drive in front of the four lots.
Reconstruct the pedestrian footpath fronting the four lots.
Construct driveway crossovers to the four lots.
Provide services
As a result of these works stormwater drainage and treatment devices are required to drain the
site, attenuate flows and treat stormwater runoff to acceptable levels.
Plan 01 shows the catchments identified onsite. Plan 02 shows the treatment device locations.
6
55 Lake MacDonalld Drive Stage 1
-
SMP Revl.doc May 2013 1225
Page 22
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Civil, Environmental &
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P.O. Bo. 2305 COO ROY
NOOSA HEADS 4567
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www, ghanandtoth.com.au
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—
Civil, Environmental &
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PROPOSED 4 LOT SUBDIVISION
location
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COOROY
SITE LOCATION PLAN
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Source: http://whereis.com.cu/
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Page 23
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Page 25
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Callaghan & Toth
4. WATER QUALITY MANAGEMENT PLAN
4.1 Proposed On-Site Stormwater Treatment Process
The developed site was divided into MUSIC model sub-catchments as shown on Plan No. Plan
01. The proposed treatment train for the development site is illustrated on Plan No. 02 and
listed below:
The Bioretention Basin will treat the stormwater runoff from the road widening and verge works,
and allotments. The treated runoff will then be directed to a Bioretention Basin within new
drainage reserve. The bio-retention component will remove the nutrients, heavy metals, and
retard flow.
4.2 MUSIC Model
4.2.1 Source Nodes
Catchment areas of source nodes within the proposed development have been identified as
sub-catchments such as roofs, yard, road and verge. MUSIC allows for characteristics of these
source nodes to be amended to ensure that accurate pollution generation and hydraulic
characteristics for each sub-catchment are used to generate stormwater runoff within the
model. Table 4.1 below details the sub-catchments used in the MUSIC model, land use,
percent imperviousness and area of each sub-catchment. The MUSIC Modelling Guidelines for
South-East Queensland Version 1 December 2010 have been used to set level of
-
imperviousness. The guidelines detail of urban residential pollutant export parameters have
been used for each node.
TABLE 4.1 MUSIC CATCHMENT AREAS (DEVELOPED)
Catchment land Use Music Impervious Area (ha)
Habitable Roof Area Lot 17 -
20 Urban -
Roof 100% 0.08
Yard -
Lot 17 to 20 Urban -
Yard 30% 0.167
Road Widening + Verge Urban -
Road 90% 0.125
TOTAL O.372ha
4.2.2 Treatment Nodes
The "MUSIC Modelling Guidelines for South East Queensland" Version 1 prepared by Water by
Design and dated December 2010 has been used to set the rainfall runoff parameters and
pollutant export parameters for the site.
The land use type used for this model was "Urban" and the values in the guideline shown in
Table 3.7 and Table 3.8 of the guidelines have been used in this model.
10
55 Lake MacDonalld Drive -
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Callaghan & Toth
1. Bioretention Basin has been placed in a proposed Drainage Reserve adjacent to Lake
MacDonald Drive. One (1)bio-retention basin is proposed with an area of 25m2. It has
layer depth of 0.5m and an extended detention depth of 0.3m. The size and
a filter
depth of the systems have been designed in accordance with Figure 4.2. The bio-
retention basin drains to a gully within the site.
4.2.3 Rainfall Data
The meteorological data used for the MUSIC Model was the data for Cooroy from 01/01/92-
31/12/01. The choice of the data was based on the mean annual rainfall for Cooroy being
similar to the mean annual rainfall for Lake MacDonald Drive:
The mean Annual Rainfall for Cooroy 92 -
02 = 1585mm
The MUSIC Modelling Guidelines for South East Queensland -
Version 1 December 2010
details that Cooroy data for 1973 to 1983 should be used. This data has an annual average
Rainfall of 1600mm. It is considered that the 10 year period from 1992 2002 has a relatively
-
close mean annual Rainfall to the recommended 10 year period and as such is acceptable to
use in this case.
4.3 MUSIC Modelling Results
The MUSIC modelling program has been used to investigate the performance of various
treatment options in the treatment train. MUSIC Version 5 is capable of incorporating rainwater
re-use in the model. These features have been used in making comparisons between different
stormwater management systems for this report.
4.3.1 Water Quality Objectives
This model meets the pollution load reduction target as detailed in Water by Design Deemed to
Comply Solutions Storm water Quality Management (South East Queensland) version 1.0-
-
Table A-2. The following have been included in Appendix 2.
. The treatment train effectiveness for the system.
. The MUSIC Version 5 Summary Report.
The information above indicates that the new lots will achieve reductions in pollutant loads as
detailed in Table 4.2 below.
TABLE 4.2: COMPARISON OF LOAD REDUCTIONS
Parameter MUSIC POLLUTANT
REDUCTION LOAD
RESULT REDUCTION
TARGETS
Flow 1.4%
Total Suspended Solids 94.7% 80%
Total Phosphorous 73.6% 60%
Total Nitrogen 60.9% 45%
11
55 Lake MacDonalld Drive -
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Callaghan & Toth
4.3.2 Assessment of Results
The developed site has been modelled as a series of Urban sub-catchments, which incorporate
Water Sensitive Urban Design (WSUD)treatment trains. Plan No 02 shows the proposed
locations of the bio-retention basin. The reductions listed in Section 4.3.1 above comply with
Council’s requirements. Therefore, it is considered that the proposed stormwater treatment
system is currently sufficient to reduce the pollutants prior to exiting the site.
12
55 Lake MacDonalld Drive Stage I
-
SMP Rev l.doc May 2013 1225
Page 28
.
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Callaghan & Toth PROPOSED 4 LOT SUBDIVISION MUSIC MODEL FOR THE
Civil, Environmental & PROPOSED DEVELOPMENT
location
Hydmulic Engineers 55 LAKE MACDONALD DRIVE
~~
~
II
8/41 Sunshine Beach Rood
PO BOX 2305
NOOSA HEADS 4567
Ph: 54749081 Fox: 54749041
....colloqhonondtoth.com.au
COOROY
Seale: NTS DATE: MAY 2013
Figure 4.1
13
Page 29
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/ BIORETENTION
SCALE NTS
BASIN PLAN
PIT. PIPEWORK AND
OUTLET CONFIGURATION
AS PER IPWEAQ STD SURCHARGE GRATE UGHT DUlY "TELLAM BIORETENTION LARGE
DWG WSUD-002 SPG 900x600 NORMAL GRATE & FRAME COARSE SEDIMENT
ON LEGS" MIN 100 GAP TO PIT. FOREBAY 200
CONTRACTOR TO MEGAPOXY ALL JOINS. RIVER STONES OVER
GEOTEXTILE
WITH
RL102.60
.
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-
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Page 30
..
~
Callaghan & Toth
5 FLOODING ASSESMENT REPORT
5.1 Existing Conditions
This site is not subject to ponding of floodwaters from the adjacent channels and the Q 100 year
ARI flood levels (Plan 02 shows the Q100 flood level). The buildings and carparks are above
the Q 100 year ARI flood levels.
5.2 Proposed Drainage System
The road surface level is proposed to be drained to an underground drainage system capable of
taking a Q10 flow. The overflow will discharge to the Bioretention Basin where it will alternate
flows to be equal to pre-development concentrations.
The habitable floor level for the proposed development is not affected by the Q 100 flood level.
The Bioretention Basin has been modelled to act as a detention/infiltration basin. The basin size
and weir size is sufficient to reduce the increase in runoff for a Q 10 and Q 100 storm back to
predevelopment levels as shown in Table 5.1. Refer to attached Detail detention basin
calculations for Q 10 Pre and Post development flow in
TABLE 5.1: Pre-Development and Post Development Discharges
Location Q5 Q10 Q100
Pre-Development 0.115 m3/s 0.133 m3/s 0.222 m3/s
Post Development 0.118m3/s 0.128 m3/s 0.233 mJ/s
6 CONCLUSIONS & RECOMMENDATIONS
An integrated water management approach has been used to assess the site’s stormwater
requirements and water management needs. In summary:
. The proposed four lots area can be treated by a treatment train consisting of one 25m2
bio-retention basin.
. This proposed treatment train achieves the current best practice load based reduction
targets as prescribed in the Water by Design Deemed to Comply Solutions -
Stormwater Quality Management (South East Queensland) version 1.0 Table A-2
-
. The new lots have sufficient flood free areas to build residential infrastructure in
accordance with Council’s requirements.
. The rainwater tank and bioretention areas are able to attenuate the runoff
concentrations back to Pre Development levels and so the development will not have an
impact on the hydrology of the receiving waters.
15
55 Lake MacDonalld Drive -
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Callaghan & Toth
APPENDIX 1 Preliminary Stormwater Quality
Management Plan
A
55 Lake MacDonalld Drive -
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Page 32
.
,
APPENDIX 1: Preliminary Stormwater Quality Management Plan
EROSION AND SEDIMENT CONTROL PROCEDURES
-
- - - . ~_..-
-, ’~ ._-~ -’-
Construction Phase
Objective Minimise erosion of soils during civil works construction.
Minimise loss of sediment from site during civil works construction.
E&SC measures shall be designed to achieve discharges from the construction site during rainfall events (1 year ARI) to meet the following
criteria:
~ pH 6.5 to 8.5
~ Suspended Solids < 50mg/L (80th percentile)
Turbidity to be calibrated.
Description Responsibility Timeframe
. Install construction fencing to ensure works only occur within designated area. . Foreman . Prior to works
Actions
. Establish a single stabilised entry / exit point. commencing
. Trucks shall use designated entry to site works areas and shall be washed down at a . Foreman .
Ongoing
prior to exiting the site.
. Undertake drainage control measures including: . Foreman .
Ongoing
-
Bypass ’clean’ up-slope water around any soil disturbances
-
Transport stormwater through the work site in a non-erosive manner
-
Minimise hydraulic damage to the adopted erosion and sediment control
measures during storm events.
. Undertake erosion control measures including: .
Ongoing
-
Limit the area of exposure
. Foreman
-
Progressive stabilisation of disturbed areas with native groundcovers
-
Heavy mulch to cover on disturbed areas open without activity for more
than 20 days
. Undertake sediment control measures including: .
Ongoing
Page 33
-
Sediment basins
-
Sediment fences . Foreman
-
Field inlet sediment controls
.
Stockpiles of soil shall be controlled by sediment fences on the down slope side.
.
Any stockpiles of fine soil material (excludes coarse sandy materials) shall be covered
with plastic sheeting and sandbags if there is no requirement to access a stockpile
within three (3)days.
. Water from the external catchment will diverted around/through the site via established
road kerb and channel and stormwater system and not allowed to enter disturbed
areas of the site.
. Stormwater runoff within the site shall be directed via stabilised swales to silt traps.
. Disturbed areas should be progressively stabilised as quickly as possible completion
of cell and rehabilitation earthworks.
. Stabilise disturbed areas with heavy mulch (50mm thick) to ensure that erosion does
not occur in disturbed areas within 20 days of inactivity, even though works might
continue later.
Monitoring The Contractor will carry out weekly inspections to check: Foreman Weekly
)Works are only occurring within designated area
)Erosion and Sediment Control measures to ensure they are cleaned out and
maintained in working order.
)Stabilisation is occurring on a progressive basis.
)For litter and debris
)For discharges from sediment basins.
The Contractor shall take samples during 4 rainfall events every six months to determine
Foreman As required
levels of TSS, turbidity, pH, Dissolved Oxygen. Total Nitrogen, Total Phosphorus and oil &
grease in runoff discharging from the construction site.
Reporting )Contractor to maintain a log of inspections, maintenance actions. )Project Manager )As required
)Records are to be logged and kept for verification of compliance on a need basis.
)Records of water quality testing to be retained for compliance.
Page 34
Incidents );> Bioretention systems not installed correctly );> Foreman and );> As required
);> Sediment builds up on the surface of systems.
Project Manager
);> The vegetation dies off.
);> Pondage of water is in excess of one hour.
);> Erosion occurs.
);> Pondage of water occurs at every minor rainfall event.
);> Weed growth occurs.
);> Water quality parameters exceed performance criteria.
If the results of monitoring indicate performance criteria are not met undertake one or all Foreman and Project As required
Corrective
of the following: Manager
Action
. Undertake a survey of erosion and sediment control measures and determine
effectiveness of current controls.
. Reassess the risks of the works areas and determine if further controls will remedy
any problems.
Page 35
BIORETENTION SYSTEMS
-
~
DESIGN PHASE
Objective To design low maintenance effective stormwater treatment devices to achieve a no-worsening result over the existing pre-development
situation in the creeks adjacent the site.
Description Responsibility Timeframe
Actions Consulting Engineer to design Bioretention Systems in accordance with: Design Engineer During design
~ Bioretention Systems requirements as outlined in the "Water by Design process
-
Construction
and Establishment Guidelines" Version 1 dated February 2009 prepared by Healthy
Waterways
~ Calculations as per BBC Water Sensitive Road Design Guidelines.
Consulting Engineer is to ensure that the Bio-Retention Zones are:
~ located in a suitable area,
~ sized according to guidelines,
~ provided with the appropriate construction materials, subsoil drainage and outlet pipe,
and
~ incorporated into a stormwater treatment system also including gross pollutant traps,
sediment traps, oil traps, detention storages, etc.
Monitoring Consulting Engineer to ensure that operational works drawings reflect requirements of this Design Engineer During design
Stormwater Quality Management & Assessment Report. process
Reporting Consulting Engineer to provide Stormwater Quality Management & Assessment Report with Design Engineer As required
Operational Works application.
Design Engineer to provide Operational Works drawings in accordance with requirements.
Council is to review the Operational Works Plan and provide relevant documentation relating to
application.
Page 36
Incidents The Bio-Retention Zones are not approved according to submitted plans.
Corrective The Consultant will amend the design or placement of the Bio-Retention Zones to reflect Design Engineer As required
Actions Council’s requirements and design guidelines.
Amend MUSIC model to assess whether changes have affected treatment train effectiveness.
Amend treatment train characteristics to ensure that water quality objectives are achieved.
CONSTRUCTION PHASE
Objective The Contractor will install the Bio-Retention Systems in accordance with the Operational Works
drawings, including:
. Bioretention Basin (25m2)
Actions Description Responsibility Timing
Up to Construct bioretention systems in accordance with steps as detailed in "Water by Design -
Foreman During civil works
installation of Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands"
filter media Version 1 dated February 2009.
Supervising RPEQ complete Bioretention Construction and Establishment Sign-Off Forms from
Water by Design 2009 and submitted to Council prior to On-maintenance.
Bioretention systems to be constructed at the end of civil works for the development.
Bioretention basin areas used for sediment basins during civil works construction shall have
sediments removed prior to layout of bioretention system, drainage media and filter media.
Contractor to ensure bioretention systems are protected from sediment laden stormwater runoff
during construction period or only install once upstream catchment is stabilised.
Following installation of filter media, install temporary cover of geotextile covered with topsoil
and turf. This temporary cover will provide protection to Bioretention Basin and Bioretention
Swales filter media during building works occurring on site.
Page 37
.
Following 24 Remove temporary cover of geotextile, topsoil and turf following: Contractor Following On-
month maintenance or
.
Acceptance of bioretention systems on maintenance, or 80% completion of
protection
period . 80% completion of building works upstream of bioretention systems. building works.
Plant approved plantings into bioretention systems as per construction drawings.
Contractor to conduct regular watering of all planted bio-retention systems until such time as
plants are established.
Maintain bioretention system for a minimum period of 12 months, until system is accepted Off-
Maintenance.
Monitoring Hold point -
once bioretention basin underdrainage pipe work is installed -
inspection with Contractor and Following
Council to ensure in accordance with design. Council underdrainage
pipe work
Sample drainage layer, transition layer, filtration media materials must be stockpiled on-site and
installation
certification that the filtration media complies with guidelines.
The Contractor will carry out weekly inspections of the Bio-Retention Systems (Including during
Contractor
the defects liability period). The following will be examined at each inspection: Weekly
);> Sediment build up on the surface
);> Health of vegetation
);> Pondage during major storms not infiltrating into the sand
);> Erosion at the outlet
);> Pondage during minor storms
One month after installation of plants in bioretention system: Contractor
One month after
);> Field test hydraulic conductivity in accordance with FAWB guidelines. installation
Reporting );> Contractor to maintain a log of inspections, watering and other actions. );> Contractor );> As required
);> Records are to be logged and kept for verification of compliance on a need basis.
);> Bio-retention designer I Engineer shall perform inspections during construction stage and fill
out Water by Design forms for compliance.
Page 38
.
.
Incidents :: Bioretention systems not installed correctly :: ::
:: Sediment builds up on the surface of systems.
:: The vegetation dies off.
:: Pondage of water is in excess of one hour.
:: Erosion occurs.
:: Pondage of water occurs at every minor rainfall event.
:: Weed growth occurs.
Corrective :: Contractor to amend installation to ensure it complies with Operational Works drawings. :: Contractor :: As required
Action
:: The Contractor will check up stream sediment control and fix failures. The sediment build up
will be shovelled off the non-woven geotextile of the Bio-Retention Systems. The geotextile
will be replaced at the beginning of the defects liability period
:: Unsuccessful plantings will be replaced as required. A normal allowance of 10% should be
made for unsuccessful plantings. Ensure watering rates are adequate and increase if
necessary.
:: Replace geotextile where used, check and if necessary replace sand media with coarser
sand. Check that slotted pipe is not blocked and outlet free draining. Replace and repair
where necessary.
:: Erosion should be repaired and investigate measures to reduce erosion e.g. install rock
spalls upstream of the erosion so as to dissipate the flow across a broad area.
:: Dominating weeds should be removed by hand and taken to the Council’s Refuse Centre.
~. ---_--_-- . -
- ~ ~-
.
Operational Phase
Objective The Council is to include the Bio-Retention Systems into their maintenance program.
Description Responsibility Timing
Actions Inspect Bio-retention systems every three months for first year of operation to determine Contractor Three monthly
maintenance requirements.
Page 39
Undertake general maintenance such as:
~ Remove accumulated litter / debris
~ Remove accumulated sediments
~ Remove weeds and dead plants
~ Replace plants where necessary
~ Water plants if necessary
Council Every ten years
~ Control erosion and sediment loss upstream or within system where necessary.
Routine clean outs of bio-retention systems should be planned on a ten-yearly basis.
Monitoring The Council Landscape Gardener will carry out six monthly inspections of the Bio-Retention Council Six monthly
Systems. The following will be examined at each inspection:
~ Sediment build up on the surface under the river stones
~ Health of vegetation
~ Pondage during major storms not infiltrating into the sand
~ Erosion at the outlet
~ Pondage during minor storms
Contractor Two years after
Two years after plants are established in bioretention system:
installation
Undertake field testing of hydraulic conductivity of filter media to assess impact of vegetation on
hydraulic conductivity, in accordance with FAWB guidelines.
Biennial
Test hydraulic conductivity every two years, in accordance with FAWB guidelines. Council
Reporting Inspection Records are to be logged and kept for verification of compliance on a need basis. Contractor As required
Records of any maintenance are to be logged and kept on site.
Records of environmental incidents and corrective actions should be kept on site and Council
notified of any problems.
Incidents Sediment builds up on the surface.
The vegetation dies off.
Pondage of water is in excess of one hour.
Excessive erosion occurs within the system.
Pondage of water occurs at every minor rainfall event.
Page 40
Weed growth occurs.
Corrective The Council Landscape Gardener will check up stream sediment control and fix failures. The Contractor and As required
Action sediment build up will be removed without damage to existing vegetation. Council
Unsuccessful plantings will be placed as required. A normal allowance of 10% should be made
for unsuccessful plantings.
Ensure watering rates are adequate and investigate plants with higher drought tolerances if
significant numbers of plants die during dry periods.
Replace geotextile, check and if necessary replace sand media with coarser sand. Check that
slotted pipe is not blocked and outlet free draining. Replace and repair where necessary.
Erosion should be repaired and investigate ways to reduce erosion occurrence e.g. place rock
spalls upstream of the erosion so as to dissipate the flow across a broad area.
Dominating weeds should be removed by hand and taken to the Council’s Refuse Centre.
Page 41
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Callaghan & Toth
APPENDIX 2 MUSIC Results
B
55 Lake MacDonalld Drive -
Stage I SMP Rev l.doc May 2013 1225
Page 42
Receiving Node Drainage Easement 1/05/2013 3:41:53 PM
Treatment Train Effectiveness
Flow (HL/yr) Peak Flow (m3/yr) TSS (kg/yr) TP (kg/yr) TN (kg/yr) Gross Pollutants (kg/y
Sources 4.51 11.0E-3 1.05E3 1. 96 9.43 96.2
Residual Load 4.45 24.7E-3 55.’ 0.517 3.69 0.00
,Reduction 1.4 -123.7 94.7 73.6 60.9 100.0
Page 43
....TT...z.r:::-.’TrrrFT-~_...r.".r’zx::-~~=m........=:____T%1’=.,..._Z
DESCRIPTION
Lake Macdonald Drive Stige 1 (4lots)
=-~"""e=:=-
=~=:_--==x:.::z.__==--==-=-~
VersionNumber
200 (MUSICSetup File version number)
Meteoro&ogicalTemptate
(MlB Filename)
Cooroy
m..-=-.a.z=~_~e...,.. -==--:::ZTm..-.:zs=~:I:=.a.=.m..~
Node Type
UrbanSourceNode UrbanSourceNode Urban50urceNode
Node Name
(NodeType)
Roadways lot 17 to 20 Roof Area
-
lot 17 t020 Yard
-
(Node Name)
Node 10
1 3 5 (Node10)
Coordinates
-17.6854585049689:69.068548329 -418.835305397327:-5.992232097 -184.758742922395:61.12064704
General-location
(CoordinatesHIX:y])
Roadways Lot 17 to 20 Roof Area
-
Lot 17 t020 Yard
-
General. Notes
General- Fluxes Daily -
General- Fluxes -
Sul>-Daily
Areas -
Total Area (ha)
0.125 0.08 0.167 (ha)
Areas -Impervious (")
90 100 30 (%)
Areas -
Pervious (")
10 o 70 (%)
RainfalHlunoff -Impervious Area -
Rainfall Threshold (mm/day) 1 1 1 (mm/day)
Rainfall-Runoff Pervious Area Soil Storage Capacity (mm)
- -
500 500 500 (mm)
Rainfall-Runoff -
Pervious Area -Inltiol Storage ("of Capacity)
50 50 SO (%of Capacity)
Rainfall-Runoff - Pervious Area - Field Capacity (mm)
200 200 200 (mm)
Rainfall-Runoff Pervious Area -Infikratlon Capacity CoeffICient
-
a
-
211 211 211
Ralnfal~Runoff Pervious Area -Infikratlon Capacity Exponent b
-
-
5 5
Rainfall-Runoff Groundwater Properties -Inkiol Depth (mm)
-
50 50 50 (mm)
Rainfall-Runoff Groundwater Properties
- -
Daily Rocha..e Rate (%) 28 28 28 (%)
Rainfall-Runoff Groundwater Properties
-
-
Daily Baseflow Rate (%) 27 27 27 (%)
RainfalHlunoff Groundwater Properties
-
-
Dally ep Seepage Rate (%)
,
0 o o (%)
Total Suspended Solids -
Ba.. Flow Concentratioo -
Mean (log mill) 1 o 1 (log mill)
Total Suspended Solids -
Base Flow Concentration - Std De.(log mill) 0.34 o 0.34 (log mill)
Total Suspended Solids -
Ba.. Flow Concentration -
Estimation Method
1 (Index from 0to 1 for "Mean" I "Stochastically ,enerated")
Total Suspended Solids -
Base Flow Concentration -
Sertal Correlation (R squared)’ 0 o o {R squared)
Total Suspended Solids -
Storm Flow Concentration -
Mean (log mill) 2.43 1.3 2.18 (log mill)
Total Suspended Solids Storm Flow Concentration
-
-
Std Dev (log mill)
,
0.39 0.39 0.39 (10,mill)
Total Suspended Solids Storm Flow Concentration
- -
Estimation Method 1 1 1 (Index from 0to 1 for "Mean" I "Stochastically ,en.rated")
Total Suspended Solids -
Storm Flow Concentration -
SeriolCorrelation (R squared) 0 o o (R squared)
Total Phosphorus Base Flow Concentration
-
-
Mean (log mill) -0.97 o -0.97 (log mg/l)
Total Phosphorus Base Flow Concentration Std Dev (log mill)
-
-
0.31 o 0.31 (log mg/l)
Total Phosphorus - Base Flow Concentration- Estimation Method
1 {Index from 0to 1 for "Mean" I "Stochastlcally,enerated")
Total Phosphorus Base Flow Concentration
-
-
Serial Correlation (R squared) 0 o o (R squared)
Total Phosphorus Storm Flow Concentration
-
-
Mean (log mill) -0.3 -0.89 -0.47 (log mg!l)
Total Phosphorus Storm Flow Concentration
-
-
Std Oev (log mill) 0.31 0.31 0.31 (log mg!l)
Total Phosphorus Storm Flow Concentration
-
-
Estimation Method 1 1, 1 {Index from 0to 1 for "Mean" I "5tochastically,enorated")
Total Phosphorus Storm Flow Concentration Serial Correlation (R squared)
- -
0 o o (Rsquared)
Total Nitrogen - Base Flow Concentration -
Mean (log mill) 0.2 o 0.2 (la,mill)
Total Nitrogen -
Base Flow Concentration - Std Dev (10,mill) 0.2 o 0.2 (10’mill)
Total Nitrogen -
Base Flow Concentration -
Estimation Method 1 1 (Index from 0to 1 for "Mean" I "Stochastically ,enerated")
Total Nkrogen -
Base Flow Concentration -
Sertal Correlation (R squared) 0 o o (R squared)
Total NHro,en - Storm Flow Concentration -
Mean (log mill) 0.26 0.26 0.26 (log mill)
Total Nkrogen -
Storm Flow Concentration -
Std Dev (log mill) 0.23 0.23 0.23 {log mill)
Total Nitroaen -
Storm Flow Concentration -
Estimation Method 1 1 (Index from 0to 1 for "Moan" I "Stochastically,enerated")
Total Nkrogen -
Storm Flow Concentration -
Serial Correlation (R squared) 0 o o {R squared)
Node Type BioRetentionNodeV4 (NodeType)
Node Name Bioretention Basin {Node Name}
Node 10 6 (Node10)
Coordinates 135.250855692521:-221.02984849 (CoordinatesHIX:y])
Page 44
Generill-loation Bioretention Sasin
.
General- Notes -
General- Fluxes
Inlet Properties -
low Flow By-poss (cubic metres per see)
o (cubic metres per see)
Inlet Properties Hiah Flow BV-poss (cubic metres per see)
-
100 (cubic metres ’per see}
St"",se Proj>ertles Extended Detention Depth (metres)
-
0.3 (metres)
Storile Properties Surface Area (square metres)
-
46.69 (square metres)
Filter and Media Properties -
Filter Aru (square metres)
25 (square metres)
Filter ond Media Properties -
UnUned Fitter Media Perimeter (metres)
20.5 (metres)
Filter and Medio Properties -
Soturated Hydraulic Conductivity (mm/hr)
200 (mm/hr)
Filter ond Medio Properties -
Fitter Depth (metres)
0.5 (metres)
Filter and Media Properties TN Content of Filter Media (ms/l<a)
-
800 (mJlka)
Filter and Media Properties -
Orthophosphote Content of Filter Med’" (ms/l<g) 50 (milks)
Infiltration Properties Exfiltrotlon Rate (mm/hr)
-
o {mm/hr}
Uni"ll Properties Sase Uned
-
o
Vegetation Properties. Vesetation Properties o {Index from 0to 2 for -Vegetated with Effective Nutrient Removal Plants"
I .Vegetate~ with Ineffective Nutrient Removal Plants- I "Unveaetated"}
Outlet Properties Overflow Weir WIdth (metres)
-
3 {metres}
Outlet Properties -
Underdroln Present
o
Outlet Properties -
Submeraed Zone With carbon Present
Outlet Properties -
Submerged Zone Depth (metres) o {metres}
Advanced Properties Total Suspended Solids
- -
k (m/yr) 8000 (m/yr)
Advanced Properties Toul Suspended Solids
-
-
C.(milL) 20 (mill)
Advanced Properties Total Phosphorus k (m/yr)
-
-
6000 (m/yr)
Advanced Properties Total Phosphorus C.(ma/L)
- -
0.13 {mill}
Advanced Properties Total Nitroa_n
-
- k (m/yr) 500 {m/yr}
Advanced Properties Total Nitroaen
-
- C. (mill) 1.4 {mill}
Advonced Properties -
Filter Media Soil Type 1 {Index from 0to 4 for ’Sand’ ( ’Loamy Sond’ I ’Sondy loam’ I "Silt loam’ I ’Loam’)
Advanced Properties -
Weir Coetnc:ient 1.7
Advoneed Properties Number of CSTR Cells
-
Advonced Properties -
Porosity of Filter Medio 0.35
Advanced Properties Porosity of Submerged Zone
-
0.35
Adv4anced Properties -
Horizontal Flow Coefficient 3
Node Type RainWaterTankNode (NodeType)
Node Name RW Tonk lot 17-20 (4x 5kl)
-
(Node Nome)
Node 10
4 (NodeID)
Coordinates -274.721280685625:-70.01972412:{Coordlnotes)((X:Y}}
Generol- location RWTank -
lot 17-20 (4x 5kl)
General- Notes
Generol- Fluxes
Stormwater Re-use -
Use stored water for Irr!ation or other purpose o
Stormwoter Re-use -
Annual Demand (kL/yr)Scaled by Daily: PET o {kL/yr}
Stormwater Re-use -
Annual Demand (kk/yr)Scaled by Dally: PET Rain -
483.33 {kk/yr}
Stormwater Re-use -
Daily Demand [kL/day) 0.19 (kL/day)
Stormwater Re-use -
User-defined d~tributlon of Annual Demand (kL/yr) o (kL/yr)
Stormwater Re-use -
User~efined time series
Inlet Properties -
Low Flow By-pass (cubic metres per see) o {cubiC metres per see}
Inlet Properties -
High Flow By-pass (cubic metr.. per see) 100 (cubic metres per see)
Storage Properties.Surface Area {square metres} 12.6 (square metres)
Storoae Properties Depth above overflow (metres)
-
0.2 (metres)
Storoge Properties Voklme below ove low pipe (kl)
-
20 {kl}
Outlet Properties Overflow Pipe D"’meter (mm)
-
360 {mm}
Advanced Properties - OrifICe Dlscharae CoeffICient 0.6
Advanced Properties. Numberof CSTR CeUs 2
Advanced Properties Totol Suspended Solids
-
- k (m/yr) 400 (m/yr)
Advanced Properties Total Suspended Solids
- -
C.(mill) 12 (mill)
Advanced Properties Total Suspended Solids C.. (mill)
- -
12 (mill)
Advanced Properties Total Phosphorus. k (m/yr)
-
300 {m/yr}
Advanced Properties -
Totol Phosphorus C.(milL)
-
0.13 (mill)
Advanced Properties - Total Phosphorus C.. (mill) 0.13 {mill}
-
Advanced Properties - Total Nitrogen -
k (m/yr) 40 {m/yr}
Advanced Properties -
Total Nitrosen - C. (mill) 1.4 {mill}
Page 45
Advanced Properties Total Nitroaen
- -
C"(mall)
1.4 {mg/l}
Advanced Propertie> - Threshold Hydraulic loadi",for C"(m/yr) .
.
3500 (m/yr)
Advanced Properties -
User Defined Storalie-Dlscharge-Heiaht
Node Type
JunctionNode (NodeType)
Node Name
Junction (Node Name)
NodelD
11 (NodelD)
Coordinates
-24.9142583086237:-210.6693368< (Coordinates}([X:Y)}
General-location Junction
General- Notes
Node Type
ReceivingNode (NodeType)
Node Name
Receiving Node Drainage Easemel (Node Name)
-
Node 10
2 (Node ID)
Coordinates
314.225545770982:-244.20909991 (Coordinates}([X:YIl
General- Location
Receiving Node Drainage Easement
-
General- Notes
Unk Name
D...lna,e Unk
Source Node ID
6 {The Is thelD of the upstream node}
Tar,et Nod. ID 2 {ThIs Is the ID of the downstream node}
Routine Not Routed {either "Not Routed" or "Routed"}
Muskingum K 1200 (no value req~ired for no rDutin or .numerical value" for
routed)
Muski"lum Theta 0.25 {no value required for no routine or ’"numerical value" for routed. Must be between 0.1 and
0.49}
UnkName
Drainage link
Source Node 10
3 {The is the ID of the upstream node}
Target NodelD 4 {This is the 10 ofthe downstream node}
Routing Not Routed (either "Not Routed’" or ’"Routed’")
MuskinlumK noo (no value required for no routing or "numeralvalue. for routed)
Muskingum Theta 0.25 (novalue required for no routing or ’"numerical value’" for routed. Must be between 0.1 and
0.49)
link Name
Orainaat Unit
Source Node 10
4 {The Is the 10 ofthe upstream node}
Target Node 10 11 (This is the 10 of the downstr.am node)
Routing Not Routed (~ ther "Not Routed’" or .Routed")
Muskingum K 7200 (no value required for no routlna: or "numerical value. for
routed)
Musklneum Theta 0.25 (no value required for no routing or "numerical value’" for routed. Must be between 0.1 and
0.49)
UnkName
D...looge Unk
Source Node ID
1 (The Is the 10 of the upstream node)
Target Node ID 11 (This is the ID of the downstream node)
Routing Not Routed (either ’"Not Routed" or "Routed")
Muskingum K 7200 {no value required for no routing or ’"numerical value" for routed}
Muskingum Theta 0.25 {novalue required for no routine or ’"numerical value’" for routftt. Must be between 0.1 and
0.49}
Unk Name
Drainage Unk
Source Node 10
11 {The Is the ID ofthe upst",am node}
Target Node 10 6 (This is the ID of the downstream node)
Routine Not Routed {either "Not Routed’" or "Routed’"}
Muskingum K 7200 (novalue required for no routina or "numerical value. for routed)
Muskingum Theta 0.25 {no value required for no routiOi or ’"numerical value" for routed. Must be between 0.1 and
O.49}
Link Name
Drainage Unk
Source Node 10 5 {The Is the ID of the upstream node}
Taraet Node 10 11 {This is the 10 of the downstream node}
Routina Not Routed {either "Not Routed" or "Routed")
MusklngumK 7200 {no value required for no routing or ’"numerk:.al value" for routed}
Musklngum Theta 0.25 {no value required for no routine or "numer~1value" for routed. Must be between 0.1 and
O.49}
=~=~=--=-~==x:z-=e=azz--.:IlZ:Z.=S===Z:=_~~--===
Page 46
~
Callaghan & Toth
APPENDIX 3 Site Photos
C
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 47
~
Callaghan & Toth
APPENDIX 3 Site Photos
~_ ’~.~~1~
~. _-..
Photo 1 Lake MacDonald Drive Culvert Crossing
-
.:-.
".,.J. ’.
;j,:./,\ ,’.
f ’~ ~
",’ \.:--\;. <1,.
,~~,’ ~l~~ ~.. ~
I
.",_.:~.
.~1
.’ \...
..’
~.~
’;.’~~~ ~("
Photo 2 -
Lake MacDonald Drive Verge
C
55 Lake MacDonalld Drive Stage I
- SMP Rev I.doc May 2013 1225
Page 48
~
Callaghan & Toth
APPENDIX 4 Q10 Pre and Post Development
D
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 49
existing road reserve
catchment area
o
lots 1 to 4 less roof+dve
~
(new Reach)
o
Existing roof+drive area
e IReachl ~ ~ Routing Diagram for PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here}, Printed 19/04/2013
HydroCADI 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC
Page 50
,
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(hectares) (subcatchment-numbers)
0.2195 0.74 LIGHT GRASS ON clay (2S)
0.1248 0.86 EXIST ROAD+VERGE (6S)
0.0276 0.90 existing roof+DVE (5S)
0.3719 0.79 TOTAL AREA
Page 51
,
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(hectares) Group Numbers
0.0000 HSGA
0.0000 HSGB
0.0000 HSGC
0.0000 HSGD
0.3719 Other 2S, 5S, 6S
0.3719 TOTAL AREA
Page 52
,
..
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(hectares) (hectares) (hectares) (hectares) (hectares) (hectares) Cover Numbers
0.0000 0.0000 0.0000 0.0000 0.1248 0.1248 EXIST ROAD+VERGE 6S
0.0000 0.0000 0.0000 0.0000 0.2195 0.2195 LIGHT GRASS ON clay 2S
0.0000 0.0000 0.0000 0.0000 0.0276 0.0276 existing roof+DVE 5S
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 TOTAL AREA
Page 53
..
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=208.9 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 5
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
5ubcatchment 25: lots 1 to 4 less Runoff Area=2,195.0 m2 0.00% Impervious Runoff Depth=13 mm
Tc=10.0 min C=0.74 Runoff=0.05663 m3/s 0.027 MI
5ubcatchment 55: Existing roof+drive area Runoff Area=276.0 m2 0.00% Impervious Runoff Depth=25 mm
Tc=6.0 min C=0.90 Runoff=0.01443 m3/s 0.007 MI
5ubcatchment 65: existing road reserve Runoff Area=1 ,247.5 m2 0.00% Impervious Runoff Depth=24 mm
Tc=6.0 min C=0.86 Runoff=0.06234 m3/s 0.030 MI
Reach 4R: (new Reach) Inflow=0.13341 m3/s 0.065 MI
Outflow=0.13341 m3/s 0.065 MI
Total Runoff Area = 0.3719 ha Runoff Volume = 0.065 MI Average Runoff Depth = 17 mm
100.00% Pervious = 0.3719 ha 0.00% Impervious = 0.0000 ha
Page 54
)
,.
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa to-Year Duration=6 min, Inten=20B.9 mrn/hr
Prepared by {enter here}
your company name Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: lots 1 to 4 less roof+dve
[48]Hint: Peak<CiA due to short duration
Runoff = 0.05663 [email protected] hrs, Volume= 0.027 MI, Depth= 13 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
2,195.0 0.74 LIGHT GRASS ON clay
2,195.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
10.0 Direct Entry, GRASS OVER clay
Subcatchment 2S: lots 1 to 4 less roof+dve
Hydrograph
’IRunoff~
-
I/)
;;;-
E
-
3:
..2
LL
o 1 2 3
Time (hours)
Page 55
~
.
~
’"
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 55: Existing roof+drive area
Runoff = 0.01443 [email protected] hrs, Volume= 0.007 MI, Depth= 25 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
276.0 0.90 existing roof+DVE
276.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
5.0 Direct Entry, existing roof
5.0 0.0 Total, Increased to minimum Tc = 6.0 min
Subcatchment 55: Existing roof+drive area
Hydrograph
II Runoff~
-
~
E
-
~
ii:
C=O.90
1 2 3
Time (hours)
Page 56
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @ 2011 HydroCAD Software Solutions LLC Page 8
Summary for 5ubcatchment 65: existing road reserve catchment area
Runoff = 0.06234 [email protected] hrs, Volume= 0.030 MI, Depth= 24 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
1 247.5 0.86 EXIST ROAD+VERGE
1,247.5 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
6.0 Direct Entry, road +verge+conc footpath
5ubcatchment 65: existing road reserve catchment area
Hydrograph
’IRunoff~
noosa ear
Duration=6 min,
=208.9 mm/hr
-
~
E
-
;:
o Tc=6.0 min
u:::
1 2 3
Time (hours)
Page 57
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 9
Summary for Reach 4R: (new Reach)
[40]Hint: Not Described (Outflow=lnflow)
Inflow Area = 0.3719 ha, 0.00% Impervious, Inflow Depth = 17 mm for 10-Year event
Inflow = 0.13341 [email protected] hrs, Volume= 0.065 MI
Outflow = 0.13341 [email protected] hrs, Volume= 0.065 MI, Atlen= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 4R: (new Reach)
Hydrograph
I Inflow
IOutflow
-
!!
E
-
~
o
o 1 2 3
Time (hours)
The text continues on page 58.
Used in these records
Response to Information Request - REC13/0015Related documentApplication case desk ↗
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