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5179Flood Report_REVISION_2_7Feb2021
FLOOD ASSESSMENT REPORT REVISION 2 18 Lot Reconfiguration at Pearsons Road, Cooroy FOR VANTRALIA PTY LTD FEBRUARY 2021 Callaghan & Toth Civil, Environmental & Hydraulic Engineers A.BN, 45140292324 1.16/90 Goodchap St Noosaville QLD 4566 Telephone (07) 54749081 www.callaghanandtoth.com.au Job No. 2¢35- OP? REV 2
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Page 2
Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 2035_Flood_Revision 2.doc
Project Manager: Max Watterson
Author: Denis Ogle BE (CIVIL)
Reviewer: Lex Toth RPEQ (ENV) (CIVIL) RPEQ 6069 CPESC
Client: Vantralia Pty Ltd
Contact Person: Darren Matthews
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION REVISION REVISION REVISION
MANAGEMENT TEAM
0 1 2
Darren Matthews Vantralia Pty Ltd Client 1 1 1
Environmental / Civil
Lex Toth Callaghan & Toth 1 1 1
Engineers
Noosa Council Assessment Officer 1 1 1
Max Watterson Max Watterson & Assoc Surveyor 1 1 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 8th Sept 2020 DO LT
1 30th November 2020 DO LT
2 5th February 2021 DO LT
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.
©
Callaghan & Toth
2021
2
2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
CONTENTS
1.0 INTRODUCTION .................................................................................................................... 4
2.0 FLOOD IMMUNITY ................................................................................................................. 5
3.0 STORMWATER DETENTION REQUIREMENT ............................................................ 6
3.1 Broad-Brush Estimate Of Required Detention Volume ....................................................... 6
3.2 Hydrologic Model Set Up .................................................................................................... 6
3.3 Model Determination Of The Required Detention Volume ................................................. 9
3.4 Provision of Required Detention Volume ............................................................................ 9
4.0 SUMMARY ........................................................................................................................... 11
APPENDIX 1 - Reconfiguration of a Lot Layout plans .................................................................... A
APPENDIX 2 - FLOOD CALCULATIONS ..................................................................................... D
LIST OF FIGURES
Figure 1.1 Site Location Plan…………………………………………………………….........4
Figure 3.1 URBS Model of the Pre-Development Catchment Condition……….………….7
Figure 3.2 URBS Model Of the Post-Development Catchment Condition……….……......8
Figure 3.3 Proposed Stormwater Detention Facilities………………………………..…......10
LIST OF TABLES
Table 1 Predicted Peak Outflow Rates……………………..……………. …………………………8
Table 2 Required Detention Volumes …………………….……………. …………………………..9
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2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
1.0 INTRODUCTION
This Flood Study has been prepared as part of the Reconfiguration of a Lot application to Noosa Council.
The lot contributing to the overall development and subject to this report is shown in Site Location Plan, Figure 1.1
and is described as Lot 3 on RP113733, located at 2 Pearsons Road, Cooroy.
The site is traversed by a tributary of Six Mile Creek, which flows across the north-eastern corner of the lot.
Most of the increased stormwater runoff from the proposed residential areas is proposed to be mitigated by
conventional detention volumes in the detention basin in the park and the increase in size of stormwater pipe from
600dia to 1050 dia.
The development proposal is particularly cognisant of the need to not increase local stormwater peak discharge
rates to the adjoining floodway and to not adversely affect the storage-routing capacity of the floodway.
The assessment process was therefore structured as follows:
Abstraction of the Year2100 1%AEP flood levels from a flood model of the adjoining floodway (previously
compiled by Brisbane Stormwater Management Pty Ltd, 2014), and arranging the stormwater detention
facilities to not intrude into that floodway - as described in Section 2.0 of this report.
Determination of the required detention volume so as to match the post-development peak discharges to
the pre-development peak discharges, from 1 year ARI to 100 year ARI, and proposing a detention
arrangement that will achieve that volume – as described in Section 3.0 of this report.
Site location
Figure 1.1: Site Location
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2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
2.0 FLOOD IMMUNITY
The Year 2100 1%AEP flood levels across the north-east corner of the site have been abstracted from a
flood study undertaken by Brisbane Stormwater Management Pty Ltd for the adjoining Erindale
Development in 2014. The relevant flood levels are 100.34 m AHD across the eastern (upstream)
boundary of the site and 99.94 m AHD across the northern (downstream) boundary of the site. Those
Year 2100 1%AEP flood levels are marked on Figures 3.2 and 3.3 hereafter, together with the inferred
Year 2100 1%AEP flood boundary between those two levels.
The proposed lots are seen, in comparison to the 0.5 metre contours on Figure 3.3, to be at least a metre
above the flood profile and will therefore be immune to 100 year flooding, even with a 20% impost on the
design rainfalls for future climate change.
The proposed stormwater detention facilities are also seen on Figure 3.3 to be outside the Year 2100 1%
AEP flood boundary and will therefore have no impact on the storage-routing capacity of the floodway.
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2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
3.0 STORMWATER DETENTION REQUIREMENT
3.1 Broad-Brush Estimate Of Required Detention Volume
The proposed reconfiguration of the site, seen in Figure 3.2, will comprise 18 lots and an internal road
and a park. Lot 18 will retain its existing structures and other paved areas, thereby having no impact on
the site’s stormwater runoff. The remaining lots 1 to 17 and the internal road, will have a combined area
of 1.41 hectares.
The required 100 year detention volume is expected to be in the range 250 to 300 cubic metres for each
hectare of a development platform of this lot density. For the abovementioned 1.41 hectare platform, this
equates to a 100 year detention volume in the range 352 to 423 cubic metres.
3.2 Hydrologic Model Set Up
For the sake of simplicity at this Lot Reconfiguration stage of the development application, the required
100 year detention volume has been determined by URBS modelling of the pre-development and post-
development catchment conditions, using the ARR87 design storm rainfall data with a simple
initial/continuing loss model.
A more complex modelling procedure at the Operational Works stage, using the Bureau of Meteorology’s
2016 design rainfall data, will most likely result in a slightly smaller detention volume.
The pre-development catchment condition and the relevant catchment area and model subareas are
shown in Figure 3.1. The modelled catchment includes the existing development to the south, which
features a 525 mm diameter bypass pipe with a full-flow bypass capacity of 0.46 m3/sec (or slightly more
than Q5) to conduct lower flows away from the proposed development site.
The modelled catchment includes the site of the proposed open detention basin but excludes the area of
a proposed park in the north-east corner of the site, which will not be noticeably impacted by the
proposed development.
The total catchment area in the model is 3.3 hectares, including 1.47 hectares in the adjoining
development to the south.
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2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
CARRUTHERS courr
ey ae < . , \
™~N
‘ 2 ~\
— A : (BASIN: }
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7
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Figure 3.1 URBS Model of the Pre-Development Catchment Condition
The Urbs model of the post-development catchment condition, covering the same overall catchment area
as the Urbs model of the pre-development condition, is shown in Figure 3.2. The model’s subarea
network for the external catchment in the adjoining development to the south is identical to that used for
the pre-development model.
2035 2 Pearsons Road — Flood Study — Revision 2 Feburary 2021
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Callaghan & Toth
Figure 3.2 URBS Model of The Post-Development Catchment Condition
The models’ operating parameters comprised the commonly-used default value of 1.2 for the alpha
parameter and an m (non-linearity) exponent of 0.8. The initial rainfall loss was set at 20 mm and the
continuing loss rate was set at 2 mm/hr, for all of the modelled ARI’s from 1 year to 100 year.
The models’ predictions of the peak outflow rates from the system, at the location of the outflow from the
proposed detention basin, are summarised in Table 1 hereafter. That tabulation also includes Rational
Method calculations of the peak outflow rates, to provide a sanity check on the models’ performance.
Table 1: Predicted Peak Outflow Rates (m3/sec)
ARI Pre-Development Post-Development
(years) URBS Rational Method URBS Rational Method
100 0.93 1.08 1.06 1.27
20 0.62 0.59 0.74 0.73
5 0.43 0.40 0.53 0.48
1 0.16 0.21 0.25 0.25
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3.3 Model Determination Of The Required Detention Volume
The hydrologic modelling process at this Lot Reconfiguration stage has determined only the required
detention volume and has not calculated the exact dimensions of the outlet control works that would
accompany that volume.
The required detention volume was determined by adding a tabulation of storage-discharge pairs to the
model of the post-development condition and then successively adjusting the storage values in that
tabulation until the peak outflow rates exactly matched those from the model of the pre-development
condition, for ARI’s from 1 year to 100 year. The result is summarised in Table2, below. The required 100
year storage requirement is predicted to be 398 cubic metres, or just over the middle of the range of the
broad-brush assessment. This includes 128 cubic metres for no-worsening of 1 Year peak discharges to
the downstream waterway, as required for downstream waterway stability.
Table 2: Required Detention Volumes
ARI Pre-Dev. Outflow Post-Dev. Outflow (m3/sec) Storage Volume
(years) (m3/sec) Required (m3)
No Basin With Basin
100 0.93 1.06 0.93 398
20 0.62 0.74 0.62 285
5 0.43 0.53 0.43 216
1 0.16 0.21 0.16 128
3.4 Provision of Required Detention Volume
The required 100 year detention volume of 398 cubic metres cannot be achieved in a single storage
facility without displacing protected vegetation or depreciating the lot yield or pedestrian access to the
creek. The volume is therefore proposed to be provided in two facilities, comprising an open bio/detention
basin with 384 cubic metres of storage above the extended bio-retention depth and an oversized
stormwater pipe with 22 cubic metres of nett detention capacity, as shown in Figure 3.2 and in Figure
3.3 hereafter.
The 100 year water depth in the basin, above the top of the bio-sand, is expected to be 1.25 metres, or
1.05 metres above the extended bio-retention depth, which will provide 0.25 metre freeboard to the crest
of the embankment. The freeboard is approximately 25 percent of the water depth above the extended
bio-retention level and the basin should therefore be able to contain the inflows from a greenhouse-
induced 20 percent increase in storm rainfall intensities. The nett capacity of the oversized pipe (1050
mm diameter) reflects the part-full HGL along part of the length of that pipe and excludes the volume of
what would otherwise be a 600 mm diameter pipe.
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2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
NORTH
94 0
99.AR 210
S LL100.83
16
1.
10
Gum
NOW
YE
100
TW 101
.35 100 YR
TW 101
99.85
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66
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AR 00.3
0
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1
Figure 3.3 Proposed Stormwater Detention Facilities
10
2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
4.0 SUMMARY
The proposed residential lots fronting the creek’s floodway will have at least metre of a freeboard to the
Year2100 1%AEP flood level and the proposed development will therefore be adequately flood-immune,
even with a 20% impost on the design rainfalls for future climate change.
The proposed stormwater detention facilities will be located outside the Year 2100 1% AEP flood
boundary and will therefore have no impact on the storage-routing capacity of the floodway.
The required 100 year stormwater detention volume of 398 cubic metres can be achieved, within the
site’s constraints, by two facilities – an open basin with 384 cubic metres of storage above the extended
bio-retention level and an oversized stormwater pipe with 22 cubic metres of nett detention capacity. A
more complex modelling procedure at the Operational Works stage, using the Bureau of Meteorology’s
2016 design rainfall data, could result in a slightly smaller detention volume. The 398 cubic metre volume
includes 128 cubic metres for no-worsening of the 1 year peak discharge to the downstream waterway,
as required for downstream waterway stability.
The open basin will have a 100 year water depth of 1.25 metres, or 1.05 metres above the extended bio-
retention level. The freeboard of 0.25 metres to the embankment crest will be sufficient to contain the
inflows from a greenhouse-induced 20 percent increase in storm rainfall intensities.
11
2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
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Callaghan & Toth
APPENDIX 1 - Reconfiguration of a Lot Layout plans
A
2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
Page 13
RP881300
99
RP881300
Park Civil, Environmental &
S
Hydraulic Engineers
94 0
99.AR 210
13
YE
14 15
100 YR
99.85
NOW
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17
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86
66
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19
SP
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EJ
100.19
100 YR
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0
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4
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5
A R
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tA
a
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1
38 Timber R
etaining
Wall
SP305293
101
SP291337
37 Park
SP305293
36
SP305293 35 33
Emt AQ
SP305293 SP305293
34
Emt AR
WM
SP305293
EJ
CT
Page 14
Civil, Environmental &
Hydraulic Engineers
16
RP881300
15
RP881300 14
RP881300
13
RP881300
12
RP881300
AD BM: Pin
RL: 109.315 S
RO
BM: Pin
RL: 107.32
11
12
13
NS
WM WM
10
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RP113733
AR
WM
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WM
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WM
EJ
Single Storey WM
18
Brick House
8 WM
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7
BM: PM24974
RL: 110.614
6
Pathw
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Emt AS
STREET
44
ELM
Timber Re
SP305293 taining W
all
43 Timber Re
taining W
all
SP305293 42
SP305293 41 40 38
SP305293 39 SP305293
SP305293 SP305293
Emt A
Page 15
EJ
100.19
ay
100 YR Civil, Environmental &
7 6 NOW
AR 0.34
Hydraulic Engineers
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Pathw
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ac
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Timber Re
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36
SP305293 35 33
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SP305293 SP305293
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SP305293
T
REN C
BLUE W
Page 16
Callaghan & Toth
APPENDIX 2 - FLOOD CALCULATIONS
D
2035 2 Pearsons Road – Flood Study – Revision 2 Feburary 2021
Page 17
| 5 PROJECT 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT PAGE No CALEULATION /~DEX SU CTEer PAEES broad = brush “Defensa Vola me Byypos Capacity 2 Design, kamdell Inrkasihes 3 Kotinal Method — Exrerting A-S Rotrena| eth od - “Devel-peq 6-7 ORES Cobkimbnt File + Exishiry F-10 VRBS| Cafehnlent fale - Developers | WZ VRBS\/ Rotana) Ganity Chck Mt S tevage De-eAninyation 1S -17 DG OGLE
Page 18
PROJECT
2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT
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Page 19
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT 2 BYPASS CAPACCTY 4 Dp ipsoo mye : the a & ZL tay 4h UO S25) mer Tf 2. beng , poked. ay mn Cou of Ver HL Adjoining Aove bypmeps b WL Se ath . ¢ Uo apes IP 2as ie gpa ky tendel by Boss bane Shoemaker Manage un gle tn ota pe fare a Vs capacity ane e.32 awe ” e Calinghar A. Trths CBlenpaye Byprove d C2e 1&) KG A fobhlattr. iE, ce by poss tocbteaedes a ae, A 7 Phi 2 O43 mk 21 & Awl be 104.602 Co, ZL Sot ole. fave oe fox 359) DAs a Fal, ot porsas. Ce# |su ren | feve/ bf jaz-las). _ \as =p Xesp = (25589 _ JO2-15 9 x CG Sh 704.602 ~/0/. FOS) = 0.4L mth, i DGOGLE T/ 2B / 20
Page 20
B00 eueetemesioeet ‘ joe . dee ‘ ‘ i . Lee 1 4 i i i A 1 ol 590 4 E 5¢ 400 DESIGN RAINFALL INTENSITY CHART E AC “300 Location: 26.400S 152.925E NEAR..COOROY Dg 4 F 30 it» : E 200 4 issued: 3/9/2020 F 2 150 Fle 100 J E 4 80 4 = F 8 ie —— Eg 50 ~—— Ey5 40 4 =~ EA 30 Wy = eee F 3 20 — F 2 —= F ee % 10 | ma a 8 — FE 6 = - 5 rs 4 F 3 AVERAGE RECURRENCE INTERVAL E q — 100 Years(upper curve) E 23 — 50 Years FE — 20 Years E q — 10 Years E 1 — 5 Years FE 8 — 2 Years F 6 — 1 Year(lower curve) E (Raw data: 50.29, 10.53, 3.45, 91.27, 24.09, 8.6, skew=0.13, F2=4.39, F50=17.57) © Australian Government, Bureau of Meteorology i re T T _? T T T T T T T T T T T T T T T T T T "7 5m6m 10m 20m 30m thr 2hr 3hr 6hr 12hr 24hr 48hr 72hr DURATION IN HOURS OR MINUTES ARR
Page 21
PROJECT
2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT
PAGE No
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= 4+ [e.3€9 =e4aél => Ong
/CP, j= RAS XO 6OXEGIXK\IY xX BD = aL
DG OGLE
Page 22
£ 8 Ww x 3 ”n “NCATCHMENT BDY 9 EXISTING
Page 23
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT é KATIONAL METHOD — DEVELC PAN SITE DiscHAR CL eS en Cotkhment map, SET fF - © Cotkment Area = 183 1b poocsan Pelt 147 ba Ela SH e Zmpesvidus Fochias = 5 O% farsasRef b 5 Zye Flan. SA ==> Coo kane Coe Bends = ©.73 4 o,7\)9 * Cond aatcienn (Tene + | . | Thins | COm 5 hoc Apes, are “re GAB = %/3 aVIAS AS on Arives2y @ éY% ke. O.5 ~/s3 == 44S) mas StS MS (20 \n pipe /iged 6%, == 0.5 mas L TPC i - v Exterrs/ 5 tt Bin| shea Hs, @ 1%, = 3 rms (es mA Edat Saale Noa % lie = 4 mias Mmins_/ Sok pipe/ pat, © gb laf = (FZ atas fh 57 at ey Vet @ Sh eNS afs =0.7mlas, » 16. fnr3 FB (Ale |\@ / np = /- Saas lf 2 MY < OC. 6 pias [200 pips from * p= (0.02279 x 1.2X0.78|x% Loc K 1.3/3) 3 + LCC.00278 Kr-2Z)K0.D K 206 x 199) 0-46] =| 0.952 Hf 0.775 -e.4€] = WZ 7m, C4 fo (ACerS ») ° C20 = (0 .CO2TY X/.O5 Xb .78 x ISBEK/3B3) + [0.66278 x /.05 |x 0.79% 15/8 X 147) +0. 46] 0.058 4 J0.s36 leg] B.230L (20% neure) NY © C85 4+ (0.00278 x 0.95 xo 78 «125 x83) . + (C6.0827¢7 x09 rXe.79x ILE XK La 0.46] i. = 0.4%3 - L8392|-6.46] 2 O48 m4 (207%, ihereax ) * &, Ee O.CORTS ¥ OBO X/E.7E€79|K/1BS = 02504 (20% onetele ) DG OGLE Sy 9 seo (2 wax GR Arte Bit)
Page 24
0 SCALE 50m eee ee ry DEVELOPED
Page 25
Kye 8 EX /STING@ URES —
Page 26
2 Pearson Rd Cooroy - Existing.cat
Model: Basic
Uses: LUI
Default Parameters: alpha=1.20 m=0.8
13 Subareas of Area:
0.0011 0.0010 0.0036 0.0032 0.0032 0.0026 0.0041
0.0022 0.0041 0.0025 0.0031 0.0015 0.0008
Factor=1.50
Rain # 1 L=0.030 U=0.00
Route L=0.030 U=0.25
Store.
Rain # 2 L=0.015 U=0.00
By ?
’ , #
fois L=0.030 U=0.25 E XS FINI gC
Get.
Route L=0.045 U=0.20
Store. 4
Rain # 3 L=0.020 U=0.20 I-0.55 YY R & g
Store. C “ EM *} £ i FEM &
Rain # 4 L=0.020 U=0.20 I=0.55
Route L=0.056 U=0.20
Get.
Route L=0.036 U=0.50
Store.
Rain # 5 L=0.030 U=0.25 I=0.55
Store.
Rain # 6 L=0.030 U=0.25 T=0.55
Get.
Get.
Print. TMR1
Loss C=0.46
{Throws away everything up to 0.46 m3/s}
Print. TMR2
Route L=0.060 U=0.00
Store.
Factor=1.00
Rain # 7 L=0.051 U=0.00 I=0.20
Add Rain # 8 L=0.027 U=0.00 I=0.00
Get.
Route L=0.093 U=0.00
Store.
Rain # 9 L=0.033 U=0.00 I=0.00
Get.
39/20
Page 27
Route L=0.039 U=0.00 Store. Rain # 10 L=0.075 U=0.00 I=0.02 Add Rain # 11 L=0.066 U=0.00 I=0.00 Get. Store. Rain # 12 L=0.033 U=0.00 I=0.00 Add Rain # 13 L=0.021 U=0.00 I=0.00 Get. Print. OUT End of Catchment Definition. 1 Pluviographs: Location. ARR_TEMPORAL DATA 13 Subareas: 1234567 8 9 10 11 12 13 End of Pluviograph Data. End of Gauging Station Data. ah Ce rz
Page 28
fay! DevetoPrED URES
Page 29
2 Pearson Rd Cooroy - Develop.cat / os
Model: Basic
Uses: LUI
Default Parameters: alpha=1.20 m=0.8
13 Subareas of Area:
0.0011 0.0010 0.0036 0.0032 0.0032 0.0026
0.0024 0.0023 0.0019 0.0015 0.0047 0.0047 0.0008
Factor=1.50
Rain # 1 L=0.030 U=0.00
Route L=0.030 U=0.25
Store.
Rain # 2 L=0.015 U=0.00
Get.
Route L=0.030 U=0.25
Store.
Rain # 3 L=0.020 U=0.20 I=0.55
Get.
Route L=0.045 U=0.20
Store. yy?
Rand 4 L=0.020 U=0.20 I-0.55 ‘Dé Vv ELS PED
Route L=0.056 U=0.20
Get. h Ss
Route L=0.036 U=0.50 U K &
Store. Ss
Rain # 5 10.030 U=0.25 I-0.55 PET LM IME, 7 MLE
Store. CAT ME Vv ,
Rain # 6 L=0.030 U=0.25 I=0.55
Get.
Get.
Print. TMR1
Loss C=0.46
{Throws away everything up to 0.46 m3/s}
Print. TMR2
Route L=0.078 U=0.00
Store.
Factor=1.0
Rain # 7 L=0.072 U=0.00 I=0.20
Factor=1.5
Add Rain # 8 L=0.036 U=0.25 I=0.55
Store.
Factor=1.0
Rain # 9 L=0.045 U=0.00 I=0.17 SF as Co
Factor=1.5 gfe feo
Page 30
Add Rain # 10 L=0.030 U=0.25 J=0.60 Get. Get. Route L=0.030 U=0.50 Store. Rain # 11 L=0.020 U=0.25 I=0.60 Get. Route L=0.057 U=0.50 Store. Rain # 12 L=0.020 U=0.25 J=0.60 Get. Route L=0.049 U=0.50 Add Rain # 13 L=0.021 U=1.00 I=0.25 Print. OUT End of Catchment Definition. 1 Pluviographs: Location. ARR_TEMPORAL DATA 13 Subareas: 1234567 8 9 10 11 12 13 End of Pluviograph Data. End of Gauging Station Data. » Page /? KAS %/s [22
Page 31
PROJECT PAGE No 1g 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT T [ i i LxETIN GE DEVELOPED MITIGATED ARE | BM. | UReS | Qu URRS CURBS) (ody | hoe | 0.93 | 127 f0€ 0.93) — (396 nc shroge) 2Oyl | 0-595 662 10.73 0.7%b a Lao (265 > stay» oye 0-40 |643 \04% 0.53 0.43% tye 0.2 0.14 |0.25 0.25 OG |e 23 5 FE. Lf). di - \ (fron fo ouirg py ) DG OGLE A/D /2e0
Page 32
PROJECT 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT PAGE No is STOERHCE DISCWARCE| Cemveé ¢ Asskmez Sa ~daz a4 DiLChOr ts $m to 5 ha Hvte 1O°C2 md BS 2g 4y Pf Ppery S4rea el Fu o ves Kev A= 6. 02¢7.%~ J a Af discharge velocts oF OF YEAS al a AL: implies > Ais eka ge apale4y of O.Bf mie « Ass tue. love -leve./ aatle7 Feakn bie re / be peda - bad - ghelloas recog nf lek ge OS a. Ho Makinss. |"4 igh -e€ arly wht be. it Op. Sal, y clise esi ah vA bboaT “3 # phe? tooe/ Site? 13. de re bout Y oF a, Ho as ~ probe af parte . ° Con ile successive [Minas xf S1Q Abs 4 | far CD, SGr>9¢ 5 5 Py oD aA AOm BIR Ge a. f ¥ 7a Corte 4y Si zo ASGyear rege | pastes tm E2ch| suceesgipe A, Suck. °o At oes bs e Ard Har wel us s Prrage a FA 5 Vv Ye. mocts/ ined teens Thea? The chosen sHirage Wr Fo an, Hot ge. prrdnes Lhe repre oe! Pres cave on Kat Cine ‘ | RESULT 0— Hig uided (2 yf S7eeoge re proc pe sa sep ara + rs (7s SIE ~ . bomen 4 (a2! io fe te 147 bo chchprt plat evel.) DGOGLE Ay 9 /26
Page 33
2 Pearson Rd Cooroy - Mitigate.Cat
Model: Basic
Uses: LUI
Default Parameters: alpha=1.20 m=0.8
13 Subareas of Area:
0.0011 0.0010 0.0036 0.0032 0.0032 0.0026
0.0024 0.0023 0.0019 0.0015 0.0047 0.0047 0.0008
Factor=1.50
Rain # 1 L=0.030 U=0.00
Route L=0.030 U=0.25
Store.
Rain # 2 L=0.015 U=0.00
Get.
Route L=0.030 U=0.25
Store.
Rain # 3 L=0.020 U=0.20 I=0.55
Get.
Route L=0.045 U=0.20
Store.
Rain # 4 L=0.020 U=0.20 I=0.55
Route L=0.056 U=0.20
Get.
Route L=0.036 U=0.50
Store.
Rain # 5 L=0.030 U=0.25 I=0.55
Store.
Rain # 6 L=0.030 U=0.25 I=0.55
Get.
Get.
Print. TMR1
Loss C=0.46
{Throws away everything up to 0.46 m3/s}
Print. TMR2
Route L=0.078 U=0.00
Store.
Factor=1.0
Rain # 7 L=0.072 U=0.00 I=0.45
Factor=1.5
Add Rain # 8 L=0.036 U=0.20 I=0.55
Store.
Factor=1.0
Rain # 9 L=0.045 U=0.00 I=0.17
Factor=1.5 La > Ce
oa/20
fgg /b
Page 34
Add Rain # 10 L=0.030 U=0.20 J=0.55
Get.
Get.
Route L=0.030 U=0.50
Store.
Rain # 11 L=0.020 U=0.25 I=0.55
Get.
Route L=0.057 U=0.50
Store.
Rain # 12 L=0.020 U=0.25 J=0.60
Get.
Route L=0.049 U=0.50
Add Rain # 13 L=0.021 U=1.00 I=0.25
Print. BASIN
Dam Route VBF=0.0 Number=6
{THOU M3 CUMEC}
0.000 0.00
0.040 0.12
0.128 0.16
0.216 0.43
0.285 0.62
0.398 0.93
Print. BASOUT
End of Catchment Definition.
1 Pluviographs:
Location. ARR_TEMPORAL_ DATA
13 Subareas:
1234567
8 9 10 11 12 13
End of Pluviograph Data.
End of Gauging Station Data.
cay
KSle.
7/3/20