Original source · versioned page text
Appendix C - Flood Report_Sept2020
Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 2035_Flood.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
Environmental / Civil
Lex Toth Callaghan & Toth 1
Engineers
Noosa Council Assessment Officer 1
Max Watterson Max Watterson & Assoc Surveyor 1
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
0 8th Sept 2020 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
2020
2
2035 2 Pearsons Road – Flood Study September 2020
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Callaghan & Toth
CONTENTS
1.0 INTRODUCTION ...............................................................................................................................5
2.0 FLOOD IMMUNITY............................................................................................................................6
3.0 STORMWATER DETENTION REQUIREMENT ................................................................................7
3.1 Broad-Brush Estimate of Required Detention Volume ...................................................................7
3.2 Hydrologic Model Set Up ...............................................................................................................7
3.3 Model Determination of the Required Detention Volume .............................................................10
3.4 Provision of Required Detention Volume .....................................................................................10
4.0 SUMMARY ......................................................................................................................................12
APPENDIX 1 - Reconfiguration of a Lot Layout plans .......................................................................... A
APPENDIX 2 - FLOOD CALCULATIONS ............................................................................................. D
3
2035 2 Pearsons Road – Flood Study September 2020
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Callaghan & Toth
LIST OF FIGURES
Figure 1.1 Site Location Plan……………………………………………………………....5
Figure 3.1 URBS Model of the Pre-Development Catchment Condition………..8
Figure 3.2 URBS Model Of the Post-Development Catchment Condition…………...9
Figure 3.3 Proposed Stormwater Detention Facilities………………………………….11
LIST OF TABLES
Table 1 Predicted Peak Outflow Rates……………………..……………. ……………………..9
Table 2 Required Detention Volumes …………………….……………. ……………………..10
4
2035 2 Pearsons Road – Flood Study September 2020
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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 are shown in Site Location Plan, Figure 1.1
and are 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 bio-retention basin proposed for the site, with some proposed to be attenuated
by the installation of EcoAID cells on the site.
The development proposal is particularly cognisant of the need to not increase local stormwater discharges (as
distinct from tributary channel through-flows) onto an adjoining property to the north.
The assessment process was therefore structured as follows:
Determination of the required detention volume - as described in Section 3.0 of this report.
Calculation of the runoff rates to the floodways and running them though floodway models of the pre and
post-development scenarios – as described in Section 2.0.
Site location
Figure 1.1: Site Location
5
2035 2 Pearsons Road – Flood Study September 2020
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Callaghan & Toth
2.0 FLOOD IMMUNITY
The 100 year 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 100.19 m AHD across the eastern (upstream) boundary of the site and 99.85 m AHD across
the northern (downstream) boundary of the site. Those flood levels are marked on Figures 3.2 and 3.3 hereafter,
together with the inferred 100 year 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 1.5 metre above
the flood profile and should therefore be immune to 100 year flooding, even with a 20% impost on the design rainfalls
for future climate change.
The only intrusion of the development into the 100 year floodway is seen to be a small part of the outer batter of the
proposed detention basin. The loss in 100 year flood storage as a result of this intrusion is estimated to be about 9
cubic metres, which should have practically no impact on the 100 year flood profile.
6
2035 2 Pearsons Road – Flood Study September 2020
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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 19 lots (18 new lots) and an
internal road and a park. Lot 19 will retain its existing structures and other paved areas, thereby having no
impact on the site’s stormwater runoff. The remaining lots, 1 to 18 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, consisting of 1.47 hectares in the adjoining
development to the south, 0.11 hectares of external property at the Pearsons Road frontage and 1.72
hectares within the site itself.
7
2035 2 Pearsons Road – Flood Study September 2020
Page 7
ail Callaghan & Toth CATCHMENTBDY 50m “* renee 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 sub-area 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 September 2020
Page 8
ail Callaghan & Toth \ 0 SCALE 50m be 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 2035 2 Pearsons Road — Flood Study September 2020
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Callaghan & Toth
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. The result is summarised in Table 2, 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.
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
351 m cubic metres and an EcoAid underground facility with 47 m cubic metres, as shown in Figure 3.3,
hereafter.
The 100 year water depth in the basin, above the top of the sand, is expected to be 1.05 metres, which will
provide for a weir overflow depth of 0.15 metres and 0.2 metre freeboard to the crest of the embankment.
The freeboard is approximately 20 percent of the water depth and the basin should therefore be able to
contain the inflows from a greenhouse-induced 20 percent increase in storm rainfall intensities.
10
2035 2 Pearsons Road – Flood Study September 2020
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Callaghan & Toth
NORTH
ee),
18
7
7
4
7
7
7
/ J
Y Jf
x= J
— 4 /
x Yo & J
> 5 a
+ ° “a /
1 SCALE 25M
| ee
Figure 3.3. Proposed Stormwater Detention Facilities
1
September 2020
2035 2 Pearsons Road — Flood Study
Page 11
Callaghan & Toth
4.0 SUMMARY
The proposed residential lots front the creek’s floodway will have at least 1.5 metre freeboard to the 100
year flood level and the proposed development is therefore expected to be adequately flood-immune, even
with a 20% impost on the design rainfalls for future climate change.
The small intrusion of the outer batter of the basin into the floodway will depreciate the 100 year floodway
storage by about 9 cubic metres, which should have practically no impact on the 100 year flood profile.
The required 100 year stormwater detention volume of 398 cubic metres can be achieved, within the site’s
constraints, by two facilities – a 351 cubic metre open basin and a 47 cubic metre EcoAid underground
facility. 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 open basin will have a 100 year water depth of 1.05 metres. The freeboard of 0.2 metres to the
embankment crest will be sufficient to contain the inflows from a greenhouse-induced 20 percent increase
in storm rainfall intensities.
12
2035 2 Pearsons Road – Flood Study September 2020
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Callaghan & Toth
APPENDIX 1 - Reconfiguration of a Lot Layout plans
A
2035 2 Pearsons Road – Flood Study September 2020
Page 13
RP881300
99
6
10
RP881300
4
Park Civil, Environmental &
10
S
Hydraulic Engineers
102
14
100
15 16 17
Tra
ck
EJ
18
EJ
86
66
EJ
19
SP
EJ
ROAD
0
10
EJ
5 4
3 2 EJ
ck
tA
a
Tr
Em
1
38 Timber R
102
etaining
Wall
SP305293
101
SP291337
37
104
SP305293 Park
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
110 RP881300
110
1 08
AD BM: Pin
RL: 109.315 S
6
10
RO
BM: Pin
RL: 107.32
20 12
13 14
11
S
ON
EJ
2 EJ
S
RP113733
AR
PE
110
9 10
EJ
Single Storey
8
Brick House EJ
19
ay
BM: PM24974
RL: 110.614
7 6
Pathw
5
0
11
Emt AS
STREET
108
44
ELM
106
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
ROAD
SC
SC
0
E
+ SC SC
10
EJ
SC
100W
E SC
+
+
ay
Civil, Environmental &
SC
7 6 Hydraulic Engineers
P a th w
+ SC E
SC
E
5 4
3 2
100W
k
ac
108 EJ
tA
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Em
1
106
Timber Re
taining Wa
ll
Timber Re
taining Wa
ll
42
SP305293 41
100W
40 39 38 Timber Re
102
SP305293 taining W
all
SP305293 SP305293 SP305293
101
SP291337
37
104
SP305293 Park
36
SP305293 35 33
Emt AQ
SP305293 SP305293
34
Emt AR
SP305293
T
REN C
BLUE W
Page 16
Callaghan & Toth
APPENDIX 2 - FLOOD CALCULATIONS
D
2035 2 Pearsons Road – Flood Study September 2020
Page 17
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT LALCLAD CAA 6 PYE PC Suateer | PrAéics Brend- Brisk Dekh) bs fcnse 4 Byp oss Ca pr % | 2 Devan BoA Tibn~v Be | 3 Lachine! Metled—Exishag | | 4-S heokdoncol tthe ~ Dee ta pree! 6-7 ULBS Cothasd Fife -| Bxskoy e-/0 URBS| Catehad File | Deve lapved y-1B URBS Rake ae/ Saa He Che Zz & 1G- Sterdge Dotetn: aah (Ss 9 Ck wR ej Le Chucks to Dex 'S -2Z_ o 7 Fed op /o oeN S Fevogh 2S DGOGLE B/D 129
Page 18
PROJECT
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Page 19
PROJECT
2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT
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Page 21
PROJECT
2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT
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Page 22
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Page 23
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT & i Rarioval METHOD — DEVELC PES SITE DiscHAR CX © Cthmeat Area = 133\th Tnfeaal + 147bx Extecya/ e Zo pervia as Palins = Sor Fesbleceuntadl & S Zye Exjaned => Cro kane Koc ents = ©.78 4 €,7/9 e Cond anata Time: Tite nals COm shee T Abs, are gy” os, & Ad ss 3) ans ve > 4.5) iS} Saas x 4s an Ow eal: Nie & C Gc CLS ns cd MAS $20 In pipes act CH = OLY mins 7 Exferns | | CT B an Cad t nd @ 1% = Sn aS, (es : \ Eat Zack Be a Ce Sg) = & mias Mawie§ Bi pps ppt, © ¢ pC en [5 = 5 alas t 57 a J for @yhe AS as = CCT mAs, 16.fnr9 Fb ov LPG @ / "ys = 13S was fe <2 O.8 ning (2.0 try pp froMd ce oe: = (0.022797 1.2X6.78|x 260 X /8(3) + [le E278 Ki-2\ KO. B K 20le Lgg- o4é | : =| 0.952 tf 6.775 —e.“é] = /.2 7p 45 ja € rE ASE ) > y ° CX20 = Co OOLZTY KX/OS &E.IS KISSER]. 33) 4 e.c6278 x 1.05 |x 0.79% ISIS X paD\+o. e] t C.698 4: Los36 a c.44 Jo 7 3h 26% NOEA ps x NY i (e.Co2T$ x ©: 55 xo 78 «125 x53) . + KLOE.& 279 X COS KETIXILE Kha) — 0.46] * Oo deh St il + 0.4%3 + | ¢.392\-6 46] + 0.45 mh (20 fh ideneax) » & se eor7h x BO x6 7S ¥79|K/BS =|6252% (207 needy ) i DG OGLE S/ 9 /Zo RS (C2 aye 4 inerease 20% ) and
Page 24
~— eee °
Page 25
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
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=0.060 U=0.00
Store.
Factor=1.00
Rain # 7 L=0.051 U=0.00 1=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.
Page 26
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 Il 12 13 End of Pluviograph Data. End of Gauging Station Data.
Page 27
ee Te eel
NORTH
Faye 10
PASS (raimee B
ORES CaPRe reg
Seen fief it
4
\ ‘ CATCH wen got”
; &
a 0 SCALE 50m
Page 28
2 Pearson Rd Cooroy - Develop.cat
Model: Basic
Uses: LUT
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=0.20
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
Factor=1.5
Page 29
Add Rain # 10 L=0.030 U=0.25 I-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 I-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. Se
Page 30
NORTH —_— ee qj 4/9
Page 31
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT 1g Le87) 05 4 DEVELOPED MITIGATED ARE | BM, Uaes | Qu URES CURBS) 100 yr /.c8 0.93 1.27 poe 0.93 ~ co =e 14395 pe shroge) | 20 yr 0.55 662 1673 | o.% OL (283 stay» | Tye 0-40 |0643 \lo4ay O53 0.43| 7% | C216, my Sve ye) Ye O.2/ ONG 0,25 0.25 OG |“ C ® 5 tragey 2S ln 5 GE tables pp) | Os on blhwing) Page | DG OGLE AYLI [2e
Page 32
PROJECT 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT LS PAGE No s §7OR | | Boe DISCHARCE| ¢ CRUE: wif he AS 5 be sa cba Ad a 2A6 aye mechonisan bev to (OC mL SS Ss =D Dara = | eS xoyZe 2b rn * At imy o Ais eharge vebhe-k, ey o.gr oC. m p/hres > ed eae capreity of Z. Phis 4 O.8/ mah @ Ass a he ve ft 2 } t. - bad - sholow pechag whe 5 pduct ha Iyvo \~ Jeve./ one? Proien bie é AA SE uy ighaaacly.” ( eHhect be. Sid Cre A fe be So YS Wo Sa, ad va Cle 7 re e & wa Lo we wl oboe oY ee ban ine , about cA oF Q, A af "3a Son peigessetel AA ro FOr>9¢ 5 53y Ons 2 np ile SU COLES IVR Line $ rs S- AOm? stage. Q Able. Ab aes pes , Ant Hon aebyus? Ls Dit gon ack! Se AES sve Li contain sj ZO 7) i 2 peo cert | xa. sroaage See ch Aah Vv Se pedal C mre thal dha chosen stage la lame an dot hen pockines he repsuced SULT 0 Kee yet? hee? 106 yr 87 em ane] mig |e ' 4s “256 mn ! (232 »* iy an 14) be + oho flat? mn ) DG OGLE [Pai ak xl Had | Fixe | al eo yea ae 7? / 9 (26 ic
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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
fog /
Rain # 9 L=0.045 U=0.00 I=0.17 - et OY
Factor=1.5 Za 2 Ce
7/9/20
Page 34
Add Rain # 10 L=0.030 U=0.20 I-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 I=-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.
>
F, rf B, i fee
Page 35
~ 100.19 20m SCALE (1 CM =2.5M) 2
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PROJECT 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT PAGE No (2) STORAGE Yol UIE &F PRELIMINA Ry BAS) DRAWH GC las Pet dawidg on n&xt foage)|, 7a p Of Wall = 10/. oF 5 &. 5S \of Porenen Weir Crest = 100,66 ) At A fewaw Z fours Ang 7 Ontize ft = 99-97 j os oh ieresxel . Top of brA | 99-€6 | c|@age> | Spade bafes . = J wr 3 Bas4 Ares. = [DXS = 152 n* | Dead Sprage lime. C24 Borie |". 99G/ v | Care Volume - SZ x lo 3 = 46 me? Lad bors = 2% B xe). FxKOI KOS = 2.2 ms Sle fersas I 2 ¥ /G x4.Z RIGROIS = S/ als Corns Cones = Vg x 0. 785x437 K0)3 =0.2 mF | 53 ns Fetal Vo lunge To Wer Brest Ch EL [00.66 1.05 above, fax \ | Lore VYotline |= 152% LOS = Om End Pisa = 2x Bx OTK FS x¥OS =26.S m5 Side| Frisas |= 2RIDK/OS KZISXOS = 62.3 WF Corker Cones = ex. oss ® 6.37 L0S= 70.9 InP < 260 m2 (20pm mere. han dead sfrvage ) | Teta! Volume|Je Ohm |Frecheard |\Co EL 1049), 1.30 abeve. bow) Core Volume |= 152 x 1130 | = vesn3 Ent| Pogsns |= ZX EXE KX FG KOS = 406 as Sicle Posms |= Qe 19X23 *39 KAS = 96 FR mF Corner Cons |= VER O7BS x 7EFAKLT = Zo Mm Fsé ps C0 2m mere. dat Aéad Ieege) | = : j of 3 Bu7 hell chet et 296 a abe i = df 6 Le 4 DGOGLE 7/ Qo f/2e
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PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT ZO PRELIMINARY Desi CW REVESIONS i D Dee, 4 Ores by 2:) m, > 29.8 “Qesi Jot OO yi Bee ra lot O.2n, Dead 5 Ferage Ve fame be comes: . Lede Valu | = isan 0.2 = Bo lam? >) End \Prjs nS = 2x SKOOL KOLKOS = 1 Oms 24 = Side PA sas = 2xi9xOo.2 xO. xes = 2.303 DA Volume To O.alm Free hore Beames: ==> Newt => > (DUBE) R16 =27nF Line Shrege = SU +27 = 38/ as Coma. Velsas | = 152 |K 420 = 184.4m> Erd Prtgnd = 2KEK/AZ X3ExOS = Su lm 2 Smo Sida Pris as = RID yf 2y 3-6 nO.S = F2 Ant - Carper Gre 12 Breas xX 72* 472 = 16/3 7 Neti Le Sferage = 31S -3y = 28/ wn. (Agra J “ee4 she rt et SIS Le required ) @ Lehghon Absin 7.5m So B Ba no Shim 010 yr watered R-Seett , abo re dead stay \ yo / top ee BLY hsm = An * > Ned. Live Storage = 26/ a AZ = 324 m* SAY short of SIS = required ) / B Wider delete J. On| ps hs wert 2917 ldoyr_watelvan as x- sat abhere dood shrag c At Be be 23-7 yr Sh, | 47 n> Shor? of SIS | DGOGLE m rege mint, 7/2 fée
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PROJECT 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT PAGE No 2/ @ Add Exohod Un rong tung 7 avid é ©O l Shrge- oA -77 wa LA shea 4 Zee Azd LS a it's ~ per Mra. AL Jengh pr +d as back #; ) Cinele Arn J Steroge in Ad Ab W 2 Fr Ye DPere Fe eed Z7/o.77 Easel udie das ie f= Ef 2 wel 2 5: i => Wa m be of Ai 52g: 2 revs oF its rg 32 anitts, Hicailenn hengh of 2.D7 an = “/o.97 = 63 aaih, Eaeh row Tho-vhy S2xKe DI= 3/ yo. tes aru ’ DGOGLE ¥, 192 pe
Page 39
Page ae. NORTH Wo fee > ee = ee eal a
Page 40
PROJECT PAGE No 2 PEARSONS RD, COOROY - FLOOD / DETENTION ASSESSMENT Os | FLOOB PLAIN \STORACE Ceri PEWS ATION ! Typrval Lill Cross Sele hen L. if LO Ds ALS | ~ . L _ _ [16° YR Ficod) (__ 3.86 j | pes tee ; Ag = ya 3.5 XO.71 =O.9T5m 9 KX 2 Ini 2. Gem ed teal Exe Quehn Cass r Seeta: | NS | Ole < _ Igo il <= Re fy: Yo xB ¥ OL“ = O.Sé6n*% Ct]Eed jwuch) ve oe lig ZO [38 : LN ie gn TNS At ex 8 K6O0S = |O.F br (neo ence h 5 DG OGLE PIS 20>