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MCU14/0056 Stormwater Quantity Management Plan Att D Information response
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Log in to see the plans as drawn 125 MYALL STEET,
COOROY
SITE-BASED
STORMWATER
QUANTITY
MANAGEMENT PLAN
14 January 2015
ACN 105 078 377
5/541 Old Cleveland Rd, CAMP HILL QLD 4152
Ph (07) 3398 4992 Fax (07) 3398 4993
www.stormw.com.au
Pty
Water Consulting Ltd
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Page 2
Job No: J4279
Job Name: 125 Myall Street, Cooroy
Report Name Date Report No.
Site-Based Stormwater Quantity Management Plan 14 January 2015 4279-1.0
Project Engineer: Cody Grohn
BE Civil
E [email protected]
Project Manager: Steve Hughes
BE Civil, MIEAust
E [email protected]
Reviewed By: Darren Rogers
BE Civil (Hons), MIE Aust, RPEQ
Director
E [email protected]
M 0410 314 115
Downloadable Files: Report File J4279 Report 1.0.pdf
HECRAS File J4279 HECRAS 1.0.zip
URBS File J4279 URBS 1.0.zip
Download Location: www.stormw.com.au/jobs/4279/1.0
Username: 4279
Password: myal9841
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Table of Contents
1.0 Introduction ...............................................................................................................................2
2.0 Response to Information Requests ............................................................................................3
2.1 Department of Main Roads Information Request..................................................................3
2.1 Noosa Shire Council’s Information Request .........................................................................6
3.0 Site conditions ...........................................................................................................................7
3.1 Existing Site...........................................................................................................................7
3.2 Developed Site .......................................................................................................................7
4.0 URBS Modelling .......................................................................................................................8
4.1 Existing Model ......................................................................................................................8
4.2 Developed Model ..................................................................................................................9
5.0 Hydraulic Calculations ............................................................................................................10
5.1 Existing Scenario Model Setup ...........................................................................................10
5.2 Developed Scenario Model Setup .......................................................................................11
6.0 Conclusions .............................................................................................................................14
List of Appendicies ............................................................................................................................14
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1.0 INTRODUCTION
Storm Water Consulting Pty Ltd was commissioned by Verve Building Design and
Concepts to prepare a Site-Based Stormwater Quantity Management Plan for the proposed
development located at 125 Myall Street, Cooroy.
This report has been prepared to address the stormwater and flooding issues raised in the
Main Roads and Noosa Shire Council’s Information Request Letters. A direct response to
each item in these information request letters is presented in Section 2.0.
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2.0 RESPONSE TO INFORMATION REQUESTS
2.1 Department of Main Roads Information Request
A response to each item from the Department of Main Road’s Information Request dated 13
August 2014 is presented below.
RFI Item
The stormwater management plan must be certified by a Registered Professional Engineer
of Queensland.
SWC Response
This stormwater management plan has been certified by a Registered Professional Engineer
of Queensland – Darren Rogers (RPEQ 5016).
RFI Item
The stormwater management plan must be prepared in accordance with the Department of
Transport and Main Roads ‘Drainage Manual and with consideration given to the
Queensland urban Drainage manual 2013 and the Environmental Protection Act 1994 and
Environmental Protection (Water)Policy 2009.
SWC Response
This stormwater management plan has been prepared in accordance with the stated manuals.
RFI Item
Demonstrate that the management of stormwater (quantity and quality) post development
can achieve a no worsening impact (on the predevelopment condition) in accordance with
the design criteria in the Department of Transport and Main Roads’ Road Drainage
Manual. Stormwater management for the proposed development must ensure no worsening
or actionable nuisance to the state controlled road network caused by peak discharges,
flood levels, frequency/duration of flooding, flow velocities, water quality, sedimentation,
and scour effects.
SWC Response
This stormwater management plan demonstrates that the development will not result in
adverse impact on properties and roads that are upstream, downstream and adjacent to the
subject site. The development does not worsen or cause an actionable nuisance to the state
controlled road networks.
RFI Item
Incorporate appropriate hydraulic and hydrological analysis demonstrating:
• design flood peak discharges for the site and surrounding area which exist prior to the
development for all flood and stormwater events up to a 1% Annual Exeedance
Probability (AEP) (equivalent to 1/100 year Average Recurrence Interval (ARI)). This
should include at least the following flood and stormwater events: 50%, 20%, 10%, 5%,
2% and 1% AEP (equivalent to 2, 5, 10, 20, 50 and 100 year ARI events); and
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• design flood peak discharges for the site and surrounding area after the development
has occurred for all flood and stormwater events up to a 1% Annual Exeedance
Probability (AEP) (equivalent to 1/100 year Average Recurrence Interval (ARI)). This
should include at least the following flood and stormwater events: 50, 20, 10%, 5%, 2%
and 1% AEP (equivalent to 2, 5, 10, 20, 50 and 100 year ARI events).
SWC Response
Design flood peak discharges for the 50%, 20%, 10%, 5%, 2% and 1% AEP storm events
have been calculated for the existing and developed site. Detailed URBS calculations and
results have been provided in this report.
RFI Item
All relevant legal points of discharge for the development site are identified. No new
discharge points for stormwater will be permitted on state controlled roads;
SWC Response
The legal point of discharge is to the existing waterway which extends through the site. No
new discharge points are required.
RFI Item
The impact of existing or proposed noise barriers on overland flow paths is taken into
account
SWC Response
Noise Barriers will not be located through the 100y ARI flood extent.
RFI Item
Overland flow paths are identified and hydraulic conveyance is maintained on the site as
part of the proposed development
SWC Response
The hydraulic conveyance of the waterway is maintained. Hydraulic modelling in Section
5.0 of this report shows no impact due to the development.
RFI Item
Flood storage capacity is maintained on the site as part of the proposed development
SWC Response
Flood Storage is reduced by approximately 140m3 due to the development. This equates to
1.5% of the total volume of flood storage on the site. This does not result in an increase in
flood levels or peak discharges and is therefore considered to be negligible.
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RFI Item
The adverse impacts from sheet flow on the state controlled road network are prevented
SWC Response
The development does not result in adverse impacts from sheet flow on the state controlled
road network. All runoff will be directed into the waterway on the eastern side of the site.
RFI Item
Existing stormwater drainage infrastructure on state controlled roads is not interfered with
or damaged such as through concentrated flows, surcharging, scour, or deposition; and the
quality of stormwater discharging onto the state controlled road is not reduced through
erosion and sedimentation.
SWC Response
The development marginally increases the velocity at a single cross-section in the hydraulic
model. The velocity at XS20 is increase by .03m/s. This increase is considered to have a
negligible impact on any potential erosion and scouring and no impact on state controlled
roads is expected.
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2.1 Noosa Shire Council’s Information Request
A response to each item from Noosa Shire Council’s Information Request dated 19 August
2014 is presented below.
RFI Item
The assessment and report must include plan/s and data showing the extent of flooding
(floodline) for 1% AEP storm event on the development site and the relevant downstream
properties and roads (eg the Golf Course and Myall Street) for pre-development conditions.
SWC Response
Detailed results of the hydraulic modelling are provided in Appendix D of this report. Figure
7 and 8 in Appendix A illustrate the 1% AEP flood extent for the existing and developed site
and downstream of the site.
RFI Item
The general internal drainage layout and any proposed or anticipated required stormwater
drainage works and mitigation works external or internal to the site.
SWC Response
This report does not address the internal drainage layout. Section 4.0 of this report identifies
that a detention basin is not required on site. The nominal storage in the bio retention basins
will attenuate the frequent low flows. Therefore it is considered that a detention basin is not
required. The internal drainage design will be documented in the detailed design stage of the
project.
RFI Item
Plan/s and data showing the extent of flooding for post development conditions on the fully
developed site and the relevant downstream properties and roads for 1%, 5% and 10% AEP
storm events.
SWC Response
Detailed results from the hydraulic modelling are provided in Appendix D of this report.
Figures 7 and 8 in Appendix A illustrate the 1% AEP flood extent for the existing and
developed site and downstream of the site.
RFI Item
Identification of potential adverse impact on other properties and recommended mitigation
measures.
SWC Response
It has been demonstrated in Section 5.0 of this report that the development would not cause
an adverse impact; therefore no mitigation measures are proposed.
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3.0 SITE CONDITIONS
3.1 Existing Site
The site is undeveloped as shown in Photograph 1, Appendix B. The site consists of dense
grass on the western half of the site and a heavily vegetated waterway on the eastern half of
the site. A 228ha catchment contributes to flows through the site. A catchment plan is
presented in Figure 1, Appendix A. Two natural channels flow in a northerly direction and
enter culverts/pipes under the Bruce Highway south of the site. These pipes/culverts daylight
upstream of the subject site. The two natural channels continue through the subject site. The
two channels merge into one before flowing through two 3.2x2.45m box culverts under
Myall Street (see Photograph 3, Appendix B). Photograph 2 in Appendix B shows the
waterway which runs through the site. A survey plan of the site is presented in Figure 4,
Appendix A.
3.2 Developed Site
The proposed development involves the construction of a multi-use facility. A development
plan for the site is presented in Figure 5, Appendix A. The proposed development includes a
service station with a fast food drive thru outlet, a car wash facility, a self-storage unit
facility and a caravan tourist park which includes 10 cabins and a pool. A portion of the site
has been nominated for future development. The waterway and the highly vegetated area on
the eastern side of the site are proposed to remain as per existing conditions.
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4.0 URBS MODELLING
A hydrologic model was created using the URBS software to determine the peak flow at
Point 1 (see Figure 1, Appendix A). The model represents the sub-areas that contribute to
flows through the subject site. The sub-areas and layout for the existing URBS model are
illustrated in Figure 2, Appendix A. The subject site contains a significant amount of storage
which contains flows which back up from the downstream culverts (under Myall St). This
storage has been included in the URBS model. The URBS model files are presented in
Appendix C.
4.1 Existing Model
An URBS model of the existing site and catchment conditions was created. The URBS
model parameters and results are presented in Tables 4.1 & 4.2 below.
Table 4.1 – Existing URBS Model Parameters
Storage Non-Linearity Initial Rainfall Continuing
ARI
Coefficient Index Loss Rainfall Loss
years
α m mm mm/hr
1 1.20 0.80 15 2.50
2 1.20 0.80 20 2.50
5 1.20 0.80 25 2.50
10 1.20 0.80 30 2.50
20 1.20 0.80 32 2.50
50 1.20 0.80 15 2.50
100 1.20 0.80 0 2.50
Table 4.2 – Existing Site URBS Model Results
ARI Existing URBS
years m3/s
1 8.55
2 11.92
5 17.08
10 19.78
20 24.75
50 35.12
100 44.04
The URBS model results show that a peak discharge of 44 m3/s flows through the waterway
at the site during a Q100 event.
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4.2 Developed Model
The existing URBS model was modified to represent development of the site. Flow
directions, sub-catchment use and fraction imperviousness were updated using the
development plan which is presented in Figure 5, Appendix A. A comparison between the
existing and developed URBS model results is presented in Table 4.3 below.
Table 4.3 –URBS Model Results
ARI Existing URBS Developed URBS Difference
years m3/s m3/s m3/s
1 8.55 8.57 0.02
2 11.92 11.90 -0.02
5 17.08 17.10 0.01
10 19.78 19.81 0.03
20 24.75 24.68 -0.08
50 35.12 35.10 -0.02
100 44.04 43.98 -0.06
The URBS model results show a minor increase in peak discharges during a Q1, Q5 and Q10
storm event; however reductions are seen during a Q20, Q50 and Q100 storm event. The URBS
results show a net marginal benefit. The nominal storage in the bio retention will attenuate
the frequent low flows. Therefore it is considered that a detention basin is not required.
Detailed URBS input data for the Developed Scenario is presented in Appendix C.
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5.0 HYDRAULIC CALCULATIONS
5.1 Existing Scenario Model Setup
To assess the existing inundation levels through the site, a HECRAS hydraulic model was
set up using ALS survey data obtained from the Department of Natural Resources and
Mines (DNRM). This ALS data matched the survey data presented in Figure 4, Appendix A.
The model consists of a single branch through the waterway on the eastern side of the site.
The locations of the cross sections used in the HECRAS model for the existing and
developed scenarios are presented in Figure 4, Appendix A. Two 3.2x2.45m box culverts
which convey flows under Myall Street were included in the model. The flow through the
waterway is sub-critical and is therefore governed by the downstream boundary condition. A
ground slope of 1 in 5000 was used to represent the downstream boundary condition.
The inflow for the model was determined using the URBS model. Section 4.0 demonstrates
that a peak discharge of 44.04 m3/s flows through the waterway at the site during a Q100
event. This peak discharge was input at XS 70 in the HECRAS model.
As a conservative modelling approach, flow from the external catchment was only permitted
to flow in the western channel of the waterway through the site.
The following table presents the model parameters used in the existing HECRAS model:
Table 5.1 – HECRAS Manning’s Roughness Coefficients
Land use Mannings’s n value
Dense grass 0.04
Roads 0.02
Waterway and highly vegetated
0.08
areas
An inundation plan for the existing site conditions is presented in Figure 7, Appendix A.
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5.2 Developed Scenario Model Setup
The existing model was modified to include the development. Buildings were input as a
blocked obstruction. A retaining wall was assumed along the RP boundary on the eastern
side of the development site. The future development area was assumed to be constructed at
an elevation of 108.0m AHD.
A comparison between the existing and developed HECRAS scenario results is presented in
Tables 5.2, 5.3, 5.4, 5.5, 5.6 and 5.7 below.
Table 5.2 – Q100 HECRAS Results Comparison
Proposed Developed
Existing Inundation Level Increase
XS Inundation Level
m AHD m
m AHD
70 107.941 107.937 -0.004
60 107.940 107.935 -0.005
50 107.846 107.841 -0.005
40 107.687 107.681 -0.006
30 107.492 107.483 -0.009
20 107.443 107.439 -0.004
5 106.807 106.806 -0.001
1 106.705 106.704 -0.001
-5 106.413 106.411 -0.002
-10 106.397 106.395 -0.002
-15 106.383 106.381 -0.002
Table 5.3 – Q50 HECRAS Results Comparison
Proposed Developed
Existing Inundation Level Increase
XS Inundation Level
m AHD m
m AHD
70 107.654 107.652 -0.002
60 107.657 107.655 -0.002
50 107.561 107.558 -0.003
40 107.396 107.393 -0.003
30 107.123 107.115 -0.008
20 107.043 107.042 -0.001
5 106.606 106.605 -0.001
1 106.496 106.495 -0.001
-5 106.122 106.121 -0.001
-10 106.102 106.101 -0.001
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Water Consulting i -15 106.088 106.087 -0.001 Table 5.4 — Qx9 HECRAS Results Comparison XS Existing Inundation Level Proposed Developed Increase m AHD m AHD m 70 107.301 107.298 -0.003 60 107.323 107.320 -0.003 50 107.227 107.225 -0.002 40 107.076 107.073 -0.003 30 106.721 106.719 -0.002 20 106.592 106.588 -0.004 5 106.312 106.311 -0.001 1 106.199 106.198 -0.001 -5 105.744 105.741 -0.003 -10 105.716 105.713 -0.003 -15 105.7 105.697 -0.003 Table 5.5 — Qi9 HECRAS Results Comparison XS Existing Inundation Level Proposed Developed Increase m AHD m AHD m 70 107.122 107.123 0.001 60 107.142 107.143 0.001 50 107.047 107.049 0.002 40 106.908 106.909 0.001 30 106.541 106.543 0.002 20 106.371 106.373 0.002 5 106.17 106.171 0.001 1 106.061 106.062 0.001 -5 105.542 105.543 0.001 -10 105.506 105.507 0.001 -15 105.489 105.491 0.002 J4279 Report 1.0.doc 14 January 2015 Page 12
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Table 5.6 – Q5 HECRAS Results Comparison
Proposed Developed
Existing Inundation Level Increase
XS Inundation Level
m AHD m
m AHD
70 107.01 107.011 0.001
60 107.025 107.026 0.001
50 106.927 106.928 0.001
40 106.791 106.793 0.002
30 106.438 106.441 0.003
20 106.249 106.249 0.000
5 106.089 106.089 0.000
1 105.985 105.986 0.001
-5 105.422 105.422 0.000
-10 105.378 105.379 0.001
-15 105.361 105.361 0.000
Table 5.7 – Q2 HECRAS Results Comparison
Proposed Developed
Existing Inundation Level Increase
XS Inundation Level
m AHD m
m AHD
70 106.774 106.772 -0.002
60 106.767 106.766 -0.001
50 106.664 106.663 -0.001
40 106.537 106.537 0.000
30 106.157 106.159 0.002
20 105.911 105.910 -0.001
5 105.819 105.818 -0.001
1 105.695 105.694 -0.001
-5 105.010 105.009 -0.001
-10 104.928 104.927 -0.001
-15 104.906 104.905 -0.001
The results presented above show marginal increases in in flood levels (1-3mm) during a Q1,
Q5 and Q10 storm event however decreases are seen during a Q20, Q50 and Q100 storm event.
These increases are not considered to cause an actionable nuisance. The development would
not adversely impact neighbouring properties and roads. Detailed HECRAS results are
presented in Appendix D.
An inundation plan for the developed site is presented in Figure 8, Appendix A.
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6.0 CONCLUSIONS
This report has been prepared to address the stormwater and flooding issues raised in the
Main Roads and Noosa Shire Council’s Information Request Letters. A direct response to
each item in these information request letters is presented in Section 2.0.
The existing site is undeveloped and contains a waterway which traverses along the eastern
side of the site. The proposed development involves the construction of a multi-use facility.
This development includes a service station with a fast food drive thru outlet, a car wash
facility, a self-storage unit facility and a caravan tourist park which includes 10 cabins and a
pool.
An URBS hydrologic analysis was undertaken to determine effects of the development
through the subject site. The URBS model results show a minor increase in peak flows
downstream of the site during a Q1, Q5 and Q10 storm event; however reductions are seen
during a Q20, Q50 and Q100 storm event. The URBS results show a net marginal benefit. The
nominal storage in the bio retention will attenuate the frequent low flows. Therefore it is
considered that a detention basin is not required.
A 1D HECRAS hydraulic model was setup to determine the inundation extent through the
site. Figures 7 and 8 in Appendix A illustrate the 1% AEP flood extent for the existing and
developed site. The results indicate that the proposed development will not result in an
adverse impact on neighbouring properties and roads.
Darren Rogers
BE Civil (Hons), MIE Aust, RPEQ
Director
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Page 17
LIST OF APPENDICIES APPENDIX A – Figures APPENDIX B – Photographs APPENDIX C – URBS Data APPENDIX D – HECRAS Data
Page 18
APPENDIX A Figures
Page 19
Catchment 228 ha Laake fe) We) AOR Oa Sear tt cereal an ogtie BAS Cos Image 2014 DigitalGlobe Sleopen 282: sete [125 Mall Street, Corey Figure lone ate 08/01/15 atchment Plan Fax (07) 3398 4993 Water Consutting en 112,500
Page 20
Laake fe) We) AOR Oa Sear tt cereal Image © 2014 DigitalGlobe SIGE SiS4 Olé Cleveland Rs te 125 Myall Street, Cooroy Figure 3 Water Consutting Fax” (07) 2986 999 Developed URBS Model Setup
Page 21
Laake fe) We) AOR Oa Sear tt cereal Image © 2014 DigitalGlobe SIGE SiS4 Olé Cleveland Rs te 125 Myall Street, Cooroy Figure 2 arcu fe” Css isitng URBS Model Setup
Page 22
2x box culverts | 3.2mx2.45m Drawn] 0G . SIGE Campriil cL 4152" Checked | DR 125 Myall Street, Cooroy Figure 4 ng Fax” (or}sen ego Oe _frsrare | oy Survey Plan
Page 23
2x box culverts
3.2mx2.45m
Drawn | CG ;
BS ( aces [=== —] 125 Myall Street, Cooroy Figure 5
Phone (07) 3398 4992
Water Consulting = Fax._—(07) 3398 4993 = ane Job No. | J4279 Development Plan
le
+>
-
Page 24
Lt er ee a. ae ee | es - an “a oe SIoRM SiS4 Olé Cleveland Rs te 125 Myall Street, Cooroy Figure 6 Phone (07) 3398 4992 Water Consulting Fax on 3398 4993, HECRAS model setup
Page 25
nace “aaces “atetececey Oe stator 0 “ i” % RS <e Modelled 1% AEP flood extent in western channel ween Approximate flood extent of eastern channel KS & SIGE SiS Ol Cleveland Rs ea tos | 125 Myall Street, Cooroy Figure 7 Water Conteulting Fax” (07) 3098 4903 HECRAS Existing inundation extent
Page 26
Modelled 1% AEP flood extent in western channel ween Approximate flood extent of eastern channel SIGE SiS Ol Cleveland Rs ea tos | 125 Myall Street, Cooroy Figure 8 Water Consulting Fax (07) 3598 4985 HECRAS Developed inundation extent
Page 27
APPENDIX B Photographs
Page 28
Photo 1- Looking south-east at the subject site
Photo 2- Looking south-east at the waterway which runs through the site
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Photo 3 – Looking at the 3.2m x 2.45m box culverts under Myall St
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APPENDIX C URBS Data
Page 31
Water Consulting i 4279 Ex.dat "Index","Area","UR","UH","1" #1,0.25889, 1.00,0.00,0.00 #2,0.15725,1.00,0.00,0.00 #3,0.14568,1.00,0.00,0.00 #4,0.09076, 1.00,0.00,0.00 #5,0.11709,1.00,0.00,0.00 #6,0.04526, 1.00,0.00,0.00 #7,0.07566, 1.00,0.00,0.00 #8,0.10202,1.00,0.00,0.00 #9,0.04220,1.00,0.00,0.00 #10,0.05642,1.00,0.00,0.00 #11,0.08109,1.00,0.00,0.00 #12,0.05189,1.00,0.00,0.00 #13,0.04929,1.00,0.00,0.00 #14,0.04631,1.00,0.00,0.00 #15,0.03866, 1.00,0.00,0.00 #16,0.05288,1.00,0.00,0.00 #17,0.09712,1.00,0.00,0.00 #18,0.10414,1.00,0.00,0.00 #19,0.09192,1.00,0.00,0.00 #20,0.07942,1.00,0.00,0.00 #21,0.10815,1.00,0.00,0.00 #22,0.23591,1.00,0.00,0.00 #23,0.04811,1.00,0.00,0.00 #24,0.01083,1.00,0.00,0.00 #25,0.01228,1.00,0.00,0.00 #26,0.00716,1.00,0.00,0.00 #27,0.01231,1.00,0.00,0.00 #28,0.01482,1.00,0.00,0.00 #29,0.01045,1.00,0.00,0.00 #30,0.00628,1.00,0.00,0.00 #3 1,0.03057,1.00,0.00,0.00 J4279 Report 1.0.doc 14 January 2015 Page 1
Page 32
4279_Ex.U
125 Myall St, Cooroy - Existing
MODEL: Basic
USES: L, U
Default Parameters: alpha=1.20 m=0.8
Catchment File=4279_Ex.dat
Rain #1 L=0.293
Route thru #2 L=0.200
Add Rain #2 L=0.170
Route thru #4 L=0.112
Route thru #7 L=0.136
Store.
Rain #3 L=0.211
Route thru #4 L=0.115
Route thru #7 L=0.190
Store.
Rain #4 L=0.147
Route thru #7 L=0.128
Store.
Rain #6 L=0.131
Route thru #7 L=0.151
Get.
Get.
Get.
Add Rain #7 L=0.167
Store.
Rain #5 L=0.168
Route thru #7 L=0.156
Get.
Route thru #10 L=0.115
Store.
Rain #9 L=0.155
Route thru #10 L=0.159
Get.
Add Rain #10 L=0.112
Store.
Rain #8 L=0.159
Route thru #10 L=0.146
Get.
Route thru #12 L=0.115
Add Rain #12 L=0.107
Route thru #15 L=0.096
Store.
Rain #11 L=0.162
Route thru #12 L=0.137
Route thru #15 L=0.116
Store.
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Page 33
Rain #13 L=0.118
Route thru #15 L=0.124
Store.
Rain #14 L=0.149
Route thru #15 L=0.119
Get.
Get.
Get.
Add Rain #15 L=0.072
Route thru #17 L=0.218
Store.
Rain #16 L=0.108
Route thru #17 L=0.260
Get.
Add Rain #17 L=0.145
Route thru #18 L=0.192
Add Rain #18 L=0.175
Route thru #22 L=0.240
Store.
Rain #19 L=0.123
Route thru #20 L=0.120
Add Rain #20 L=0.117
Route thru #21 L=0.177
Add Rain #21 L=0.142
Route thru #22 L=0.214
Get.
Add Rain #22 L=0.190
Route thru #31 L=0.124
Store.
Rain #23 L=0.108
Route thru #31 L=0.066
Store.
Rain #28 L=0.064
Route thru #29 L=0.051
Add Rain #29 L=0.064
Route thru #31 L=0.076
Store.
Rain #27 L=0.069
Route thru #30 L=0.040
Add Rain #30 L=0.049
Route thru #31 L=0.054
Store.
Rain #24 L=0.050
Route thru #25 L=0.053
Add Rain #25 L=0.056
Route thru #26 L=0.035
Add Rain #26 L=0.032
Route thru #31 L=0.091
Get.
J4279 Report 1.0.doc
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Page 34
Water Consulting i Get. Print. Site Get. Get. Add Rain #31 Print. B2-In DAM ROUTE VBF=0 NUMBER=28 0.000000 0.000000 0.032155 1.500000 0.046870 3000000 0.055590 4.510000 0.064310 6.010000 0.190800 7.510000 0.328740 9.010000 0.466680 10.51000 0.567000 12.02000 0.667320 13.52000 1.094670 15.29000 1.679790 18.17000 2.191770 21.04000 2.718735 23.92000 3.510075 26.79000 4.301415 29.58000 5.026810 32.20000 5.818150 34.81000 6.879350 37.42000 8.046670 40.03000 9.107870 42.51000 10.27519 44.80000 11.59317 47.09000 13.15657 49.37000 13.93827 51.66000 14,.56363 53.94000 15.03265 56.29000 16.43971 64.93000 } } Print. B2-Out Print. Point-1 end of catchment details. J4279 Report 1.0.doc 14 January 2015 Page 4
Page 35
Water Consulting i 4279 Dev.dat "Index","Area","UR","UH","1" #1,0.25889, 1.00,0.00,0.00 #2,0.15725,1.00,0.00,0.00 #3,0.14568,1.00,0.00,0.00 #4,0.09076, 1.00,0.00,0.00 #5,0.11709,1.00,0.00,0.00 #6,0.04526, 1.00,0.00,0.00 #7,0.07566, 1.00,0.00,0.00 #8,0.10202,1.00,0.00,0.00 #9,0.04220,1.00,0.00,0.00 #10,0.05642,1.00,0.00,0.00 #11,0.08109,1.00,0.00,0.00 #12,0.05189,1.00,0.00,0.00 #13,0.04929,1.00,0.00,0.00 #14,0.04631,1.00,0.00,0.00 #15,0.03866, 1.00,0.00,0.00 #16,0.05288,1.00,0.00,0.00 #17,0.09712,1.00,0.00,0.00 #18,0.10414,1.00,0.00,0.00 #19,0.09192,1.00,0.00,0.00 #20,0.07942,1.00,0.00,0.00 #21,0.10815,1.00,0.00,0.00 #22,0.23591,1.00,0.00,0.00 #23,0.04811,1.00,0.00,0.00 #24,0.01083,0.00,1.00,0.10 #25,0.01228,0.00,1.00, 1.00 #26,0.00716,0.00,1.00,0.00 #27,0.01231,0.00,1.00,0.80 #28,0.01482,0.00,1.00,0.60 #29,0.01045,0.00,1.00,0.85 #30,0.00628,0.00,1.00, 1.00 #3 1,0.03057,1.00,0.00,0.00 J4279 Report 1.0.doc 14 January 2015 Page 5
Page 36
4279_Dev.U
125 Myall Street, Cooroy - Dev
MODEL: Basic
USES: L, U
Default Parameters: alpha=1.20 m=0.8
Catchment File=4279_Dev.dat
Rain #1 L=0.293
Route thru #2 L=0.200
Add Rain #2 L=0.170
Route thru #4 L=0.112
Route thru #7 L=0.136
Store.
Rain #3 L=0.211
Route thru #4 L=0.115
Route thru #7 L=0.190
Store.
Rain #4 L=0.147
Route thru #7 L=0.128
Store.
Rain #6 L=0.131
Route thru #7 L=0.151
Get.
Get.
Get.
Add Rain #7 L=0.167
Store.
Rain #5 L=0.168
Route thru #7 L=0.156
Get.
Route thru #10 L=0.115
Store.
Rain #9 L=0.155
Route thru #10 L=0.159
Get.
Add Rain #10 L=0.112
Store.
Rain #8 L=0.159
Route thru #10 L=0.146
Get.
Route thru #12 L=0.115
Add Rain #12 L=0.107
Route thru #15 L=0.096
Store.
Rain #11 L=0.162
Route thru #12 L=0.137
Route thru #15 L=0.116
Store.
J4279 Report 1.0.doc
14 January 2015 Page 6
Page 37
Rain #13 L=0.118
Route thru #15 L=0.124
Store.
Rain #14 L=0.149
Route thru #15 L=0.119
Get.
Get.
Get.
Add Rain #15 L=0.072
Route thru #17 L=0.218
Store.
Rain #16 L=0.108
Route thru #17 L=0.260
Get.
Add Rain #17 L=0.145
Route thru #18 L=0.192
Add Rain #18 L=0.175
Route thru #22 L=0.240
Store.
Rain #19 L=0.123
Route thru #20 L=0.120
Add Rain #20 L=0.117
Route thru #21 L=0.177
Add Rain #21 L=0.142
Route thru #22 L=0.214
Get.
Add Rain #22 L=0.190
Route thru #31 L=0.124
Store.
Rain #23 L=0.108
Route thru #31 L=0.066
Store.
Rain #24 L=0.050
Route thru #25 L=0.053
Add Rain #25 L=0.056
Store.
Rain #28 L=0.091
Route thru #27 L=0.042
Store.
Rain #27 L=0.069
Get.
Route thru #27 L=0.035
Route thru #25 L=0.059
Get.
Route thru #26 L=0.035
Store.
Rain #29 L=0.045
Route thru #30 L=0.046
Add Rain #30 L=0.030
J4279 Report 1.0.doc
14 January 2015 Page 7
Page 38
Water Consulting i Route thru #26 Get. Add Rain #26 Route thru #31 Print. Site Get. Get. Add Rain #31 Print. B1-In L=0.053 L=0.032 L=0.091 L=0.133 DAM ROUTE VBF=0 NUMBER=28 0.000000 0.000000 0.032155 1.500000 0.046870 3000000 0.055590 4.510000 0.064310 6.010000 0.190800 7.510000 0.328740 9.010000 0.466680 10.51000 0.567000 12.02000 0.667320 13.52000 1.094670 15.29000 1.679790 18.17000 2.191770 21.04000 2.716440 23.92000 3.498600 26.79000 4.280760 29.58000 4.997740 32.20000 5.779900 34.81000 6.613250 37.42000 7.529935 40.03000 8.387420 42.51000 9.569590 44.80000 10.89837 47.09000 12.46177 49.37000 13.24347 51.66000 13.86883 53.94000 14,33785 56.29000 15.74491 64.93000 } } Print. B1-Out Print. Point-1 end of catchment details. J4279 Report 1.0.doc 14 January 2015 Page 8
Page 39
APPENDIX D HECRAS D
Page 40
HEC-RAS River: Myall St Reach: 1 Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chni Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (mim) (mis) (m2) (m) 1 70 Q2 Ex 11.92 105.84 106.774 106.92 0.046525 1.68 7.10 13.86 0.75 1 70 Q2 Dev 11.90 105.84 106.772 106.92 0.046816 1.68 7.08 13.84 0.75 1 70 Q5 Ex 17.08 105.84 107.010 107.14 0.031117 1.60 10.68 16.50 0.63 1 70 Q5 Dev 17.10 105.84 107.011 107.14 0.031009 1.60 10.70 16.52 0.63 1 70 Q10 Ex 19.78 105.84 107.122 107.25 0.026880 1.57 12.60 17.94 0.60 1 70 Q10 Dev 19.81 105.84 107.123 107.25 0.026832 1.57 12.62 17.96 0.60 1 70 Q20 Ex 24.75 105.84 107.301 107.42 0.027017 1.53 16.20 24.29 0.60 1 70 Q20 Dev 24.68 105.84 107.298 107.42 0.026984 1.53 16.14 24.14 0.60 1 70 Q50 Ex 35.12 105.84 107.654 107.73 0.016331 1.23 28.49 40.84 0.47 1 70 Q50 Dev 35.10 105.84 107.652 107.73 0.016473 1.24 28.40 40.79 0.47 1 70 Q100 Ex 44.04 105.84 107.941 108.00 0.009044 1.07 41.07 46.55 0.36 1 70 Q100 Dev 43.98 105.84 107.937 108.00 0.009156 1.08 40.85 46.47 0.37 1 60 Q2 Ex 11.92 105.21 106.767 106.78 0.002739 0.47 25.37 40.68 0.19 1 60 Q2 Dev 11.90 105.21 106.766 106.78 0.002721 0.47 25.33 40.42 0.19 1 60 Q5 Ex 17.08 105.21 107.025 107.04 0.001925 0.46 37.00 46.75 0.17 1 60 Q5 Dev 17.10 105.21 107.026 107.04 0.001918 0.46 37.06 46.75 0.17 1 60 Q10 Ex 19.78 105.21 107.142 107.15 0.001646 0.47 42.51 47.19 0.16 1 60 Q10 Dev 19.81 105.21 107.143 107.15 0.001644 0.47 42.58 47.19 0.16 1 60 Q20 Ex 24.75 105.21 107.323 107.33 0.001426 0.48 51.10 47.86 0.15 1 60 Q20 Dev 24.68 105.21 107.320 107.33 0.001428 0.48 50.98 47.85 0.15 1 60 Q50 Ex 35.12 105.21 107.657 107.67 0.001194 0.52 67.37 49.38 0.14 1 60 Q50 Dev 35.10 105.21 107.655 107.67 0.001199 0.52 67.25 49.37 0.14 1 60 Q100 Ex 44.04 105.21 107.940 107.95 0.001033 0.54 81.48 50.68 0.14 1 60 Q100 Dev 43.98 105.21 107.935 107.95 0.001040 0.54 81.25 50.66 0.14 1 50. Q2 Ex 11.92 104.78 106.664 106.68 0.002431 0.62 19.12 18.32 0.19 1 50. Q2 Dev 11.90 104.78 106.663 106.68 0.002427 0.62 19.11 18.32 0.19 1 50. Q5 Ex 17.08 104.78 106.927 106.95 0.002651 0.70 24.24 20.62 0.21 1 50. Q5 Dev 17.10 104.78 106.928 106.95 0.002646 0.70 24.27 20.63 0.21 1 50. Q10 Ex 19.78 104.78 107.047 107.07 0.002725 0.74 26.79 21.70 0.21 1 50. Q10 Dev 19.81 104.78 107.049 107.08 0.002726 0.74 26.82 21.71 0.21 1 50. Q20 Ex 24.75 104.78 107.227 107.26 0.002926 0.80 30.84 23.24 0.22 1 50. Q20 Dev 24.68 104.78 107.225 107.26 0.002923 0.80 30.78 23.22 0.22 1 50. Q50 Ex 35.12 104.78 107.561 107.60 0.003086 0.90 39.01 25.74 0.23 1 50. Q50 Dev 35.10 104.78 107.558 107.60 0.003097 0.90 38.94 25.72 0.23
Page 41
HEC-RAS River: Myall St Reach: 1 (Continued) Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chni Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (mim) (mis) (m2) (m) 1 50. Q100 Ex 44.04 104.78 107.846 107.89 0.002963 0.94 46.65 27.78 0.23 50. Q100 Dev 43.98 104.78 107.841 107.89 0.002980 0.95 46.51 27.75 0.23 1 40 Q2 Ex 11.92 104.92 106.537 106.56 0.003791 0.74 16.20 16.88 0.24 1 40 Q2 Dev 11.90 104.92 106.537 106.56 0.003784 0.74 16.19 16.88 0.24 1 40 Q5 Ex 17.08 104.92 106.791 106.83 0.003879 0.83 20.67 18.37 0.25 1 40 Q5 Dev 17.10 104.92 106.793 106.83 0.003867 0.83 20.70 18.38 0.25 1 40 Q10 Ex 19.78 104.92 106.908 106.95 0.003918 0.87 22.86 19.09 0.25 1 40 Q10 Dev 19.81 104.92 106.909 106.95 0.003918 0.87 22.89 19.10 0.25 1 40 Q20 Ex 24.75 104.92 107.076 107.12 0.004224 0.95 26.15 20.18 0.27 1 40 Q20 Dev 24.68 104.92 107.073 107.12 0.004219 0.95 26.11 20.17 0.27 1 40 Q50 Ex 35.12 104.92 107.396 107.45 0.004541 1.06 32.99 22.50 0.28 1 40 Q50 Dev 35.10 104.92 107.393 107.45 0.004566 1.07 32.90 22.47 0.28 1 40 Q100 Ex 44.04 104.92 107.687 107.75 0.004359 1.10 39.88 24.98 0.28 1 40 Q100 Dev 43.98 104.92 107.681 107.74 0.004389 1.11 39.73 24.93 0.28 1 30. Q2 Ex 11.92 104.64 106.157 106.19 0.006616 0.81 14.73 20.46 0.30 1 30. Q2 Dev 11.90 104.64 106.159 106.19 0.006560 0.81 14.76 20.49 0.30 1 30. Q5 Ex 17.08 104.64 106.438 106.47 0.005685 0.80 21.26 26.70 0.29 1 30. Q5 Dev 17.10 104.64 106.441 106.47 0.005680 0.80 21.34 26.88 0.29 1 30. Q10 Ex 19.78 104.64 106.541 106.57 0.006223 0.81 24.42 32.46 0.30 1 30. Q10 Dev 19.81 104.64 106.543 106.58 0.006194 0.81 24.49 32.51 0.30 1 30. Q20 Ex 24.75 104.64 106.721 106.75 0.005467 0.81 30.61 37.08 0.28 1 30. Q20 Dev 24.68 104.64 106.719 106.75 0.005459 0.81 30.55 37.00 0.28 1 30. Q50 Ex 35.12 104.64 107.123 107.15 0.003342 0.73 47.89 46.46 0.23 1 30. Q50 Dev 35.10 104.64 107.115 107.14 0.003418 0.74 47.50 46.33 0.23 1 30. Q100 Ex 44.04 104.64 107.492 107.51 0.002111 0.67 66.17 52.62 0.19 1 30. Q100 Dev 43.98 104.64 107.483 107.51 0.002148 0.67 65.70 52.49 0.19 1 20 Q2 Ex 11.92 104.30 105.911 104.97 105.94 0.005716 0.75 15.88 21.11 0.28 1 20 Q2 Dev 11.90 104.30 105.910 105.00 105.94 0.005877 0.76 15.66 20.96 0.28 1 20 Q5 Ex 17.08 104.30 106.249 105.16 106.27 0.004291 0.60 28.46 43.90 0.24 1 20 Q5 Dev 17.10 104.30 106.249 105.19 106.27 0.004380 0.60 28.28 43.95 0.24 1 20 Q10 Ex 19.78 104.30 106.371 105.25 106.39 0.003340 0.58 33.91 45.28 0.22 1 20 Q10 Dev 19.81 104.30 106.373 105.27 106.39 0.003375 0.59 33.77 45.17 0.22 1 20 Q20 Ex 24.75 104.30 106.592 105.40 106.61 0.002414 0.56 44.57 50.32 0.19
Page 42
HEC-RAS River: Myall St Reach: 1 (Continued) Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chni Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (mim) (mis) (m2) (m) 1 20 Q20 Dev 24.68 104.30 106.588 105.41 106.60 0.002454 0.56 44.20 50.26 0.19 1 20 Q50 Ex 35.12 104.30 107.043 105.67 107.06 0.001595 0.50 70.22 68.46 0.16 1 20 Q50 Dev 35.10 104.30 107.042 105.69 107.05 0.001369 0.51 69.25 58.84 0.15 1 20 Q100 Ex 44.04 104.30 107.443 106.04 107.45 0.001004 0.44 99.28 82.11 0.13 1 20 Q100 Dev 43.98 104.30 107.439 106.05 107.45 0.000844 0.47 93.03 60.89 0.12 1 10 Culvert 1 05, Q2 Ex 11.92 104.30 105.819 105.82 0.000430 0.22 55.44 72.54 0.08 1 05, Q2 Dev 11.90 104.30 105.818 105.82 0.000430 0.21 55.40 72.51 0.08 1 05, Q5 Ex 17.08 104.30 106.089 106.09 0.000359 0.22 76.16 81.68 0.07 1 05, Q5 Dev 17.10 104.30 106.089 106.09 0.000359 0.22 76.20 81.69 0.07 1 05, Q10 Ex 19.78 104.30 106.170 106.17 0.000380 0.24 82.93 84.69 0.08 1 05, Q10 Dev 19.81 104.30 106.171 106.17 0.000380 0.24 83.01 84.73 0.08 1 05, Q20 Ex 24.75 104.30 106.312 106.32 0.000397 0.26 95.34 88.66 0.08 1 05, Q20 Dev 24.68 104.30 106.311 106.31 0.000397 0.26 95.18 88.63 0.08 1 05, Q50 Ex 35.12 104.30 106.606 106.61 0.000375 0.29 122.06 93.21 0.08 1 05, Q50 Dev 35.10 104.30 106.605 106.61 0.000375 0.29 122.02 93.20 0.08 1 05, Q100 Ex 44.04 104.30 106.807 106.81 0.000378 0.31 141.09 95.93 0.08 1 05, Q100 Dev 43.98 104.30 106.806 106.81 0.000378 0.31 140.98 95.91 0.08 1 01 Q2 Ex 11.92 103.78 105.695 105.71 0.002167 0.45 26.29 37.84 0.17 1 01 Q2 Dev 11.90 103.78 105.694 105.70 0.002166 0.45 26.26 37.83 0.17 1 01 Q5 Ex 17.08 103.78 105.985 105.99 0.001787 0.43 39.41 52.63 0.16 1 01 Q5 Dev 17.10 103.78 105.986 106.00 0.001788 0.43 39.43 52.64 0.16 1 01 Q10 Ex 19.78 103.78 106.061 106.07 0.001841 0.45 43.50 55.31 0.16 1 01 Q10 Dev 19.81 103.78 106.062 106.07 0.001841 0.45 43.55 55.34 0.16 1 01 Q20 Ex 24.75 103.78 106.199 106.21 0.001863 0.48 51.50 60.83 0.17 1 01 Q20 Dev 24.68 103.78 106.198 106.21 0.001860 0.48 51.40 60.74 0.17 1 01 Q50 Ex 35.12 103.78 106.496 106.51 0.001993 0.48 73.26 91.58 0.17 1 01 Q50 Dev 35.10 103.78 106.495 106.51 0.001993 0.48 73.22 91.56 0.17 1 01 Q100 Ex 44.04 103.78 106.705 106.72 0.001550 0.47 93.26 98.78 0.16 1 01 Q100 Dev 43.98 103.78 106.704 106.72 0.001553 0.47 93.11 98.73 0.16 -05 Q2 Ex 13.40 103.85 105.010 105.03 0.002686 0.57 23.64 28.67 0.20 1 -05 Q2 Dev 13.39 103.85 105.009 105.03 0.002687 0.57 23.62 28.66 0.20
Page 43
HEC-RAS River: Myall St Reach: 1 (Continued) Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chni Flow Area Top Width Froude # Chl (m3/s) (m) (m) (m) (m) (mim) (mis) (m2) (m) 1 -05 Q5 Ex 19.23 103.85 105.422 105.43 0.002242 0.47 41.34 59.02 0.18 1 -05 Q5 Dev 19.24 103.85 105.422 105.43 0.002242 0.47 41.35 59.02 0.18 1 -05 Q10 Ex 22.36 103.85 105.542 105.55 0.001877 0.46 48.58 61.58 0.17 1 -05 Q10 Dev 22.39 103.85 105.543 105.55 0.001873 0.46 48.66 61.61 0.17 1 -05 Q20 Ex 27.90 103.85 105.744 105.75 0.001451 0.45 61.40 65.23 0.15 1 -05 Q20 Dev 27.82 103.85 105.741 105.75 0.001456 0.45 61.22 65.19 0.15 1 -05 Q50 Ex 39.21 103.85 106.122 106.13 0.000994 0.45 87.01 70.12 0.13 1 -05 Q50 Dev 39.19 103.85 106.121 106.13 0.000994 0.45 86.97 70.11 0.13 1 -05 Q100 Ex 48.84 103.85 106.413 106.42 0.000774 0.45 107.72 71.18 0.12 1 -05 Q100 Dev 48.77 103.85 106.411 106.42 0.000775 0.45 107.58 71.18 0.12 1 -10 Q2 Ex 13.40 102.54 104.928 104.93 0.001337 0.34 39.17 59.96 0.14 1 -10 Q2 Dev 13.39 102.54 104.927 104.93 0.001338 0.34 39.13 59.92 0.14 1 -10 Q5 Ex 19.23 102.54 105.378 105.38 0.000568 0.26 73.16 87.83 0.09 1 -10 Q5 Dev 19.24 102.54 105.379 105.38 0.000568 0.26 73.19 87.83 0.09 1 -10 Q10 Ex 22.36 102.54 105.506 105.51 0.000478 0.27 84.37 87.83 0.09 1 -10 Q10 Dev 22.39 102.54 105.507 105.51 0.000478 0.27 84.49 87.83 0.09 1 -10 Q20 Ex 27.90 102.54 105.716 105.72 0.000387 0.27 102.80 87.83 0.08 1 -10 Q20 Dev 27.82 102.54 105.713 105.72 0.000388 0.27 102.55 87.83 0.08 1 -10 Q50 Ex 39.21 102.54 106.102 106.11 0.000298 0.29 136.70 87.83 0.07 1 -10 Q50 Dev 39.19 102.54 106.101 106.11 0.000298 0.29 136.64 87.83 0.07 1 -10 Q100 Ex 48.84 102.54 106.397 106.40 0.000261 0.30 162.63 87.83 0.07 1 -10 Q100 Dev 48.77 102.54 106.395 106.40 0.000261 0.30 162.46 87.83 0.07 1 -15 Q2 Ex 13.40 102.68 104.906 103.28 104.91 0.000200 0.21 65.00 51.02 0.06 1 -15 Q2 Dev 13.39 102.68 104.905 103.28 104.91 0.000200 0.21 64.96 51.01 0.06 1 -15 Q5 Ex 19.23 102.68 105.361 103.39 105.36 0.000200 0.21 90.15 67.07 0.06 1 -15 Q5 Dev 19.24 102.68 105.361 103.39 105.36 0.000200 0.21 90.16 67.07 0.06 1 -15 Q10 Ex 22.36 102.68 105.489 103.44 105.49 0.000200 0.23 98.77 67.07 0.06 1 -15 Q10 Dev 22.39 102.68 105.491 103.44 105.49 0.000200 0.23 98.87 67.07 0.06 1 -15 Q20 Ex 27.90 102.68 105.700 103.53 105.70 0.000200 0.25 112.93 67.07 0.06 1 -15 Q20 Dev 27.82 102.68 105.697 103.53 105.70 0.000200 0.25 112.74 67.07 0.06 1 -15 Q50 Ex 39.21 102.68 106.088 103.70 106.09 0.000200 0.28 138.90 67.07 0.06 1 -15 Q50 Dev 39.19 102.68 106.087 103.70 106.09 0.000200 0.28 138.86 67.07 0.06 1 -15 Q100 Ex 48.84 102.68 106.383 103.83 106.39 0.000200 0.31 158.74 67.07 0.06 1 -15 Q100 Dev 48.77 102.68 106.381 103.83 106.39 0.000200 0.31 158.61 67.07 0.06
Page 44
J4279 Plan: Ex 13/01/2015
RS = 70
.08 .02 .025
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 60
.02 .08 .02 .025
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 50
.04 .08 .02 .025
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 45
J4279 Plan: Ex 13/01/2015
RS = 40
.04 .08 .02
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 30
.04 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 20
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 46
J4279 Plan: Ex 13/01/2015
RS = 10 Culv
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 10 Culv
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = 05
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 47
J4279 Plan: Ex 13/01/2015
RS = 01
.08
116 Legend
114 EG Q100
WS Q100
Elevation (m)
112
Ground
110
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = -05
.08 .
0 Legend
116 8
EG Q100
114
WS Q100
Elevation (m)
112
Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Ex 13/01/2015
RS = -10
.08 .
0 Legend
8
114
EG Q100
112 WS Q100
Elevation (m)
110 Ground
108 Bank Sta
106
104
102
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 48
J4279 Plan: Ex 13/01/2015
RS = -15
.08 .
116 0 Legend
8
114 EG Q100
112 WS Q100
Elevation (m)
Crit Q100
110
Ground
108
Bank Sta
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 49
J4279 Plan: Dev 13/01/2015
RS = 70
.08 .02 .025
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 60
.02 .08 .02 .025
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 50
.04 .025 .04 .08 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 50
J4279 Plan: Dev 13/01/2015
RS = 40
.04 .025 .04 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 30
.02 .04 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 20
.025 .04 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 51
J4279 Plan: Dev 13/01/2015
RS = 10 Culv
.025 .04 .08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 10 Culv
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Crit Q100
110 Ground
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = 05
.08
Legend
116
EG Q100
114 WS Q100
Elevation (m)
112 Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 52
J4279 Plan: Dev 13/01/2015
RS = 01
.08
116 Legend
114 EG Q100
WS Q100
Elevation (m)
112
Ground
110
Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = -05
.08 .
0 Legend
116 8
EG Q100
114
WS Q100
Elevation (m)
112
Ground
110 Bank Sta
108
106
104
0 100 200 300
Station (m)
J4279 Plan: Dev 13/01/2015
RS = -10
.08 .
0 Legend
8
114
EG Q100
112 WS Q100
Elevation (m)
110 Ground
108 Bank Sta
106
104
102
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m
Page 53
J4279 Plan: Dev 13/01/2015
RS = -15
.08 .
116 0 Legend
8
114 EG Q100
112 WS Q100
Elevation (m)
Crit Q100
110
Ground
108
Bank Sta
106
104
0 100 200 300
Station (m)
1 cm Horiz. = 18 m 1 cm Vert. = 4 m