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MCU16/0079 Appendix E - Traffic Impact Assessment
TEWANTIN NOOSA RSL – STAGE 4, 5 & 6
TRAFFIC IMPACT ASSESSMENT
FOR
RUBICON DESIGN AND
CONSTRUCT PTY LTD
Gold Coast Brisbane Sydney
Suite 26, 58 Riverwalk Avenue Level 2, 428 Upper Edward Street Studio 203, 3 Gladstone Street
Robina QLD 4226 Spring Hill QLD 4000 Newtown NSW 2042
P: (07) 5562 5377 P: (07) 3831 4442 P: (02) 9557 6202
W: www.bitziosconsulting.com.au E: [email protected]
Project No: P2623 Version No: 002 Issue date: 8th July 2016
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
DOCUMENT CONTROL SHEET
Issue History
Report File Name Prepared by Reviewed by Issued by Date Issued to
P2623.001R Tewantin Noosa RSL Stage 4, 5 & 6 TIA D.Scutt D. Scutt D. Scutt 06/07/2016 Lance Newley (Planit
(RPEQ 15031) Consulting) via email at:
[email protected]
P2623.001R Tewantin Noosa RSL Stage 4, 5 & 6 TIA D.Scutt D. Scutt D. Scutt 08/07/2016 Lance Newley (Planit
(RPEQ 15031) Consulting) via email at:
[email protected]
Copyright in the information and data in this document is the property of Bitzios Consulting. This document and its information and data
is for the use of the authorised recipient and this document may not be used, copied or reproduced in whole or in part for any purpose
other than for which it was supplied by Bitzios Consulting. Bitzios Consulting makes no representation, undertakes no duty and accepts
no responsibility to any third party who may use or rely upon this document or its information and data.
Project No: P2623 Version: 002 Page i
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
CONTENTS
Page
1. INTRODUCTION ......................................................................................................................................... 1
1.1 DEVELOPMENT DETAILS 1
1.2 BACKGROUND 1
1.3 SCOPE OF ASSESSMENT 1
2. EXISTING CONDITIONS .............................................................................................................................. 2
2.1 SITE LOCATION 2
2.2 EXISTING ROAD NETWORK 2
3. CAR PARKING PROVISION REVIEW ............................................................................................................. 4
3.1 PARKING OCCUPANCY SURVEY RESULTS 4
3.1.1 Survey Program and Adopted Precincts 4
3.1.2 Initial Feedback from Council 4
3.1.3 Existing Parking Supply 5
3.1.4 Surveyed Peak Parking Demands 5
3.2 85TH PERCENTILE TRADING DAY 5
3.3 CURTESY BUS PATRONAGE DATA 6
3.4 ESTIMATION OF FUTURE PARKING DEMANDS 6
3.4.1 Based on Existing Off-Street Parking Supply Rate 6
3.4.2 Based on Surveyed Off-Street Parking Demand Rate 6
3.5 SUMMARY OF CAR PARKING ASSESSMENT 7
4. TRAFFIC DESIGN REVIEW .......................................................................................................................... 8
4.1 ACCESS 8
4.2 CAR PARK LAYOUT 8
4.3 SERVICING AND REFUSE REQUIREMENTS 9
5. EXTERNAL TRAFFIC ANALYSIS ................................................................................................................ 10
5.1 BACKGROUND TRAFFIC VOLUMES 10
5.2 DEVELOPMENT TRAFFIC VOLUMES 10
5.3 DEVELOPMENT TRAFFIC DISTRIBUTION 10
5.4 DESIGN TRAFFIC VOLUMES 11
5.5 INTERSECTION ANALYSIS 11
6. ALTERNATIVE TRANSPORT REVIEW ......................................................................................................... 12
6.1 PUBLIC TRANSPORT NETWORKS 12
6.2 ACTIVE TRANSPORT NETWORKS 12
6.3 SUMMARY 12
7. SUMMARY AND RECOMMENDATION .......................................................................................................... 13
Tables
Table 1.1: Proposed Development
Table 2.1: Existing Road Network
Table 3.1: Parking Supply Estimation based on Existing Off-Street Parking Supply Rate
Table 3.2: Parking Supply Estimation based on Existing Off-Street Parking Demand Rate
Table 4.1: Car Park Layout Review
Table 5.1: Development Traffic Generation
Table 5.2: Development Traffic Distribution
Table 5.3: SIDRA Results – Intersection of Memorial Avenue/Doonella Street
Table 6.1: Existing Bus Services
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Tewantin Noosa RSL – Stage 4, 5 & 6 Traffic Impact Assessment Figures Figure 2.1: Site Location Figure 2.2: Memorial Avenue – Typical Cross Section (looking south) Figure 2.3: Doonella Street – Typical Cross Section (looking west) Figure 2.4: Poinciana Avenue – Typical Cross Section (looking east) Figure 2.5: Pelican Street – Typical Cross Section (looking south) Figure 3.1: Survey Program Figure 5.1: SIDRA Layout – Intersection of Memorial Avenue/Doonella Street Appendices Appendix A: Proposed Development Plans Appendix B: Pre-Lodgement Meeting Minutes Appendix C: Raw Parking Occupancy Data Appendix D: Parking Demand Profiles Appendix E: Existing Patronage Profile Appendix F: Swept Path Assessment Appendix G: Raw Intersection Survey Data Appendix H: Design Traffic Volumes Appendix I: SIDRA Output Tables Project No: P2623 Version: 002 Page iii
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
1. INTRODUCTION
Bitzios Consulting Pty Ltd (Bitzios) has been commissioned by Rubicon Design and Construct Pty Ltd
(Rubicon) to provide traffic engineering advice in relation to a proposed expansion of the existing Noosa-
Tewantin RSL (RSL), located at 5 Memorial Avenue, Tewantin (Lot 10 on SP273411).
1.1 DEVELOPMENT DETAILS
Table 1.1 provides a summary of the existing and proposed total use area (TUA) during each stage of the
proposed expansion, as well as the corresponding on-site car parking provision.
Table 1.1: Proposed Development
Stage Total Use Area Total On-Site Parking Provision
Existing 1,957.84m² 86 spaces
Stage 4 Expansion 2,549.61 (+591.77m²) 124 (+38 spaces)
Stage 5 Expansion 2,620.21 (+662.37m²) 123 (+37 spaces)
Stage 6 Expansion 2,898.11 (+940.27m²) 123 (+37 spaces)
Relatively Increase 48% increase in Total Use Area 43% increase in Total On-site Parking
A copy of the proposed development plans is included at Appendix A.
1.2 BACKGROUND
A pre-lodgement meeting was held with Noosa Shire Council (Council) on 31st May 2016, to discuss the
proposed development. Key traffic related items discussed at the meeting are summarised below:
“Parking shortfalls are undesirable when combined with the proposal’s built form and landscaping
relaxations. A traffic report could assess demand for the existing RSL over an extended period to
demonstrate parking demands.
Council has the following engineering concerns with the submitted plans:
demonstrating that there is no or minimum loss of on-street parking spaces;
the ability for heavy vehicles (delivery/service/waste) to enter the site in a forward gear, access the
servicing areas and exit the site in a forward gear; and
the layout includes the necessary dedicated delivery/service/waste areas.”
A copy of the pre-lodgement meeting minutes is included at Appendix B.
1.3 SCOPE OF ASSESSMENT
The following scope of works has been completed in preparing this report:
undertaking a site inspection to review existing traffic and parking conditions and club operations;
attending a pre-lodgement meeting with Council to discuss the proposed development;
reviewing the proposed site layout against relevant Council requirements and Australian Standards;
obtaining traffic survey data to determine existing volumes on the surrounding road network;
obtaining parking occupancy data for the club and road network fronting the subject site;
consideration of potential development impacts at the Memorial Avenue/Doonella Street roundabout;
reviewing the site access locations and forms in accordance with Council guidelines;
interpolated off-street parking requirements for the expansion based on parking occupancy data;
reviewing the internal parking layout in accordance with Council and Australian Standards;
reviewing methods and facilities for on-site servicing including swept path analysis; and
reviewing active and public transport network connectivity in proximity to the subject site.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
2. EXISTING CONDITIONS
2.1 SITE LOCATION
The Noosa-Tewantin RSL is located at 5 Memorial Avenue, Tewantin (Lot 10 on SP273411). The subject
site is zoned as Community Services in the Noosa Shire Council Planning Scheme. Surrounding land use
zones include attached housing, open space recreation and business centre.
The location of the subject site is indicatively shown in Figure 2.1.
Figure 2.1: Site Location
2.2 EXISTING ROAD NETWORK
Table 2.1 presents a summary of the key roads within the surrounding road network.
Table 2.1: Existing Road Network
Road Name Jurisdiction Function No. of Speed Notes
Lanes Limit
Memorial Council Access 2 40 km/h Provides access to several sites as well as parallel
and 900 on street vehicle parking on both sides of the
Avenue road. There are three designated bus courtesy parking
(North of bays located along the frontage of the RSL. No bicycle
Doonella lanes are provided however there are pedestrian paths
Street) on both sides of the road.
Doonella Council Access 2 40 km/h Provides access to several residential properties and
commercial parking areas. No bicycle lanes are
Street (East located on the road however pedestrian paths are
of Memorial present on the northern side of the road. On street
Avenue) parallel parking is permitted within this section.
Poinciana Council Local 2 40 km/h Provides access to mostly commercial properties and
allows for combination of median parking, angled and
Avenue parallel roadside parking. Whilst there is are no
designated cycle provisions, pedestrian paths are
provided on both roadsides. Zebra crossings allow for
protected pedestrian movements across the road.
Pelican Council Local 2 50 km/hr The street forms a priority controlled T-Junction with
Doonella Street and provides access to mostly
Street commercial properties (including the RSL). Parallel on
street vehicle parking is permitted although no cyclist
facilities are provided. Pedestrian paths are provided
on both roadsides.
Figures 2.2 to 2.5 below show typical cross sections for the surrounding road network.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
Figure 2.2: Memorial Avenue – Typical Cross-Section (looking south)
Figure 2.3: Doonella Street – Typical Cross-Section (looking west)
Figure 2.4: Poinciana Avenue – Typical Cross-Section (looking east)
Figure 2.5: Pelican Street – Typical Cross-Section (looking south)
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
3. CAR PARKING PROVISION REVIEW
3.1 PARKING OCCUPANCY SURVEY RESULTS
3.1.1 Survey Program and Adopted Precincts
A detailed parking occupancy survey was undertaken to establish typical car parking demands generated
by the RSL, during the following periods:
Friday 17th June 2016 for a 12-hour period (8:00am to 8:00pm); and
Saturday 18th June 2016 for a 12-hour period (8:00am to 8:00pm).
The survey captured the number of parked vehicles both off-street (Precinct A, B and C) and on-street
along the frontage of the subject site (Precinct D, E and F), every 30 minutes for the duration of the survey.
The adopted Precincts are illustrated on Figure 3.1. A copy of the parking data is included at Appendix C.
Figure 3.1: Survey Program
3.1.2 Initial Feedback from Council
On 20th June 2016, Council provided the following feedback in relation to the survey program:
‘I’ve discussed this with our traffic consultant, Stuart Holland, and advise:
We note the intention to correlate the parking data with patronage data to account for the potential for
‘quiet trading’ during survey period and support that approach;
We request expansion of the survey to 2 weekends rather than 1;
We request expansion of the public/on street parking areas identified as D, E & F to include the
opposite sides of those streets and extend further along the streets (particularly Doonella St, near E).’
In response to Council request to extend the duration of the survey program:
The RSL has provided patronage data for a 12-month period ending 31st May 2016 and as such, we are of
the view there is little benefit in surveying demands over consecutive weekends. It is noted that the
patronage demands from the corresponding weekends in June 2015 confirms that there was little
fluctuation in patronage. As such, you would expect parking demands to be comparable.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
In response to Council request to extend the scope of the survey program:
Again we are of the view that there is little benefit in extending the program to capture on-street parking
beyond the immediate frontage of the RSL. The main reason we included areas D, E and F was to
understand what impact the proposed new access points may have on the on-street parking at these
locations, and also understand how demand for on-street parking fluctuates during the day. If the survey
data suggests that there is parking available on the immediate road frontage to the site, it would be
reasonable to assume parking may also be available on the opposite sides of the road.
3.1.3 Existing Parking Supply
Based on the architectural plans prepared by WBP, we note the following:
existing off-street parking supply for the RSL = 86 spaces;
existing on-street parking supply along road frontage of site = 26 spaces; and
total parking supply included in parking occupancy survey = 112 spaces (on-street + off-street).
3.1.4 Surveyed Peak Parking Demands
Key findings from the parking occupancy survey are summarised below:
Survey results for Friday 17th June 2016 (refer Appendix D – Graph 1, 2 & 3):
peak off-street parking demand = 80 cars (or 95% of supply) from 12pm to 1pm and after 7:30pm;
peak on-street parking demand = 26 cars (or 100% of supply) from 12pm to 1pm; and
peak overall parking demand = 106 cars (or 95% of supply) from 12pm to 1pm.
Survey results for Saturday 18th June 2016 (refer Appendix D – Graph 4, 5 & 6):
peak off-street parking demand = 80 cars (or 95% of supply) from 12pm to 1pm and after 7.30pm;
peak on-street parking demand = 24 cars (or 92% of supply) from 1pm to 1:30pm; and
peak overall parking demand = 103 cars (or 93% of supply) from 12:30pm and 1:30pm.
Survey results suggest there are two peaks (i.e. lunch and dinner). During these peak periods, the off-street
and on-street spaces fill up, although not to 100%. Outside of these peaks, there is ample spare capacity.
Given the peak surveyed off-street parking demand never reached 100%, and that during busy trading
periods for the RSL the peak surveyed on-street parking demand never reached 100%, the data suggests
that there is sufficient parking (on and off-street) available to accommodate existing patronage parking
demands for the RSL on typical trading days.
3.2 85TH PERCENTILE TRADING DAY
The RSL has provided detailed patronage data for a 12-month period ending 31st May 2016. Key findings
from a review of this data are summarised below (refer Appendix E):
Friday and Saturday are typically the busiest days of the week; and
the demand profile throughout the year is relatively constant;
the 85th percentile daily patronage demand for all 365 days was 714 patrons;
on the corresponding Friday last year (19th June 2016) there were a total of 701 patrons; and
on the corresponding Saturday last year (20th June 2016) there were a total of 652 patrons.
If we factor the surveyed parking data to represent an 85th percentile trading day (701 vs 714 patrons), the
peak off-street parking demand may be in the order of 82 to 88 spaces, consistent with the existing supply.
However, we are of the view that the surveyed Friday effectively represents an 85th percentile trading day
and therefore there is no need to factor the surveyed parking demands. Furthermore, applying a factor to
the surveyed parking demands is considered to be relatively simplistic given that the additional patronage
demand may occur outside of typical peak periods (due to particular events being run by the RSL or
increased night trade etc.), and may arrive via the courtesy bus.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
3.3 CURTESY BUS PATRONAGE DATA
The RSL owns and operates three (3) curtesy buses. The RSL has provided detailed patronage data for a
23-month period ending May 2016. Key findings from a review of this data are summarised below:
on average, 8.2% of patrons arrived at the RSL via the curtesy bus;
Friday and Saturday are typically the busiest days of the week for the curtesy buses;
on the corresponding Friday last year (19th June 2016), 13.9% arrived via the curtesy bus; and
on the corresponding Saturday last year (20th June 2016), 11.8% arrived via the curtesy bus.
3.4 ESTIMATION OF FUTURE PARKING DEMANDS
We have considered two (2) methodologies to estimate parking requirements for the expansion, including:
interpolation based on the existing off-street parking supply rate; and
interpolation based on the surveyed off-street parking demand rate.
3.4.1 Based on Existing Off-Street Parking Supply Rate
Based on the existing total use area (1,957.84m²) and existing off-street parking supply (86 spaces) we
estimate an existing parking supply rate of 4.39 spaces/100m² of TUA. As highlighted in Table 3.1, applying
this rate to the proposed TUA for Stage 6 would warrant a total of 128 off-street car parking spaces, which
equates to a shortfall of five (5) spaces compared to what is currently proposed.
Table 3.1: Parking Supply Estimation based on Existing Off-Street Parking Supply Rate
Existing
Supply
Proposed Existing Required
Total Use Parking Rate Difference
Development Parking Supply Parking
Area (m²) (spaces/100m² (Spaces)
(spaces) (spaces) (spaces)
Total Use
Area)
Existing 1,957.84 86 86 4.39 86 0
Stage 4 2,549.61 124 4.39 112 12
Stage 5 2,620.21 123 4.39 116 7
Stage 6 2,898.11 123 4.39 128 -5
Net Increase 940.27 (48%) 37 (43%) 42 (49%) -5
3.4.2 Based on Surveyed Off-Street Parking Demand Rate
Based on the existing total use area (1,957.84m²) and the surveyed peak off-street parking demand (80
cars) we estimate an existing parking demand rate of 4.09 spaces/100m² of TUA. As highlighted in Table
3.2, applying this rate to the proposed TUA for Stage 6 would warrant a total of 119 off-street car parking
spaces, which equates to a surplus of four (4) spaces compared to what is currently proposed.
Table 3.2: Parking Supply Estimation based on Existing Off-Street Parking Demand Rate
Existing
Supply
Proposed Existing Required
Total Use Parking Rate Difference
Development Parking Supply Parking
Area (m²) (spaces/100m² (Spaces)
(spaces) (spaces) (spaces)
Total Use
Area)
Existing 1,957.84 86 80 4.09 80 6
Stage 4 2,549.61 124 4.09 105 19
Stage 5 2,620.21 123 4.09 108 15
Stage 6 2,898.11 123 4.09 119 4
Net Increase 940.27 (48%) 37 (43%) 39 (49%)
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
3.5 SUMMARY OF CAR PARKING ASSESSMENT
Key points from our car parking assessment are summarised below:
the parking occupancy survey data indicates that there is currently spare car parking capacity both on
and off-street during busy trading periods for the RSL on typical trading days;
the curtesy bus patronage data indicates a high proportion of patrons arrive to the RSL on Friday and
Saturday via the curtesy buses (i.e. 12 to 14%);
the RSL patronage data suggests that Friday 17th June 2016 represents an 85th percentile trading day
for the RSL and therefore the surveyed parking demands are appropriate for use without factoring;
estimated parking requirements for Stage 6 interpolated from the existing parking supply rate (i.e. 4.39
spaces/100m² TUA) would warrant a total of 128 off-street car parking spaces, which equates to a
shortfall of five (5) spaces compared to what is proposed (i.e. 123 spaces); and
estimated parking requirements for Stage 6 interpolated from the surveyed peak parking demand rate
(i.e. 4.09 spaces/100m² TUA) would warrant a total of 119 off-street car parking spaces, which equates
to a surplus of four (4) spaces compared to what is proposed (i.e. 119 spaces).
We are of the view that the above results indicate that the proposed parking provision for Stage 6 should be
adequate to accommodate likely peak parking demands generated by the proposed expansion. On the few
days of the year where parking demands may exceed supply (i.e. Anzac Day, New Year’s Eve etc.), we are
of the view that there are sufficient on-street parking opportunities to cater for this temporary spike in
demand. Importantly, the proposed development results in no net loss of on-street parking.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
4. TRAFFIC DESIGN REVIEW
4.1 ACCESS
The proposed vehicular access arrangements are summarised below:
existing crossover on Memorial Drive to be retained and unchanged;
all existing crossovers on Pelican Street to be removed and replaced with a single 7m ‘Type B’
crossover for access to the proposed deck carpark; and
a new 6m ‘Type A’ crossover to be provided on Doonella Street for access to the under croft carpark.
Both proposed new driveway crossovers will be designed in accordance with Council’s standard drawing
for driveways (RS-051), with appropriate flares. Importantly, the combination of introducing new crossovers
and removing existing crossovers results in no net loss in on-street parking in proximity to the subject site.
It is acknowledged that the proposed new crossovers do not achieve minimum sight distance requirements
for access driveways in accordance with Australian Standards. That said, we are of the view that the
proposed arrangement is acceptable for the following reasons:
it is consistent with the existing situation (i.e. on-street parking bays current abut each driveway flare);
it is located within a low speed environment (i.e. 40km/h); and
it is located within a town centre environment.
Based on the above, we are of the view that that proposed access arrangement is acceptable from a traffic
engineering perspective.
4.2 CAR PARK LAYOUT
The proposed parking layout has been reviewed against the Australian Standards. The key features of the
parking area are displayed in Table 4.1 below.
Table 4.1: Car Park Layout Review
Design Element Proposed Required Compliant?
Under Croft Parking Bays Dimensions
2.5m x 5.4m 2.5m x 5.4m Yes
(Patrons / Class 2)
Deck Parking Bays Dimensions
2.6m x 5.4m 2.5m x 5.4m Yes
(Patrons / Class 2)
Servicing Aisle Width 6.0m 6.5m No
Parking Aisle Width 5.8m & 6.2m 5.8m Yes
Blind Aisle Extension 1.8m 1.0m Yes
Height Clearance 2.60 to 2.83m
2.1m Yes
(under croft car park) (floor to floor)
Pelican Street Access Gradient
1:21 1:20 Yes
(first 6m into property)
Doonella Street Access Gradient
1:19 1:20 No (practically yes)
(first 6m into property)
Service Area Gradient 1:21 1:8 Yes
Service Bay Gradient 1:65 1:25 Yes
Based on the above, we are of the view that the only non-compliant element of the proposed new car
parking areas is the servicing aisle width on the deck car park. However, a swept path assessment (refer
Section 4.3) has confirm that the proposed arrangement could adequately accommodate waste truck
manoeuvring. That said, service vehicles will need to utilise the full width of the service aisle to access the
loading dock and as such, it is recommended that the deck car park is restricted to staff parking only.
Based on the above, and pending the aforementioned recommendation, we are of the view that the
proposed car park layout is acceptable from a traffic engineering perspective.
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Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
4.3 SERVICING AND REFUSE REQUIREMENTS
The RSL has provided a detailed breakdown of existing servicing requirements for the club, including:
general refuse collection occurs daily between 6:00am and 8:00am (Refuse Collection Vehicle (RCV));
recycling refuse collection occurs Tuesday between 6:00am and 8:00am (RCV);
liquor deliveries occur Thursday between 6:00am and 12:00pm HRV (Heavy Rigid Vehicle (HRV));
coke deliveries occur Thursday at 8:00am (HRV);
wine deliveries occur Thursday between 6:00am and 12:00pm (MRV or Vans);
milk deliveries every day at 7:00am (MRV);
fruit and Vegetable deliveries occur every day between 8:30 to 9:30 (Vans);
meat deliveries occur Monday, Wednesday and Friday between 2:00pm to 3:00pm (MRV); and
wholesale foods deliveries occur daily between 9:00am and 3:00pm (MRV).
Due to landscape offset requirements along the Pelican Street frontage of the site, it will not be possible to
provide HRV access to the proposed deck carpark and loading area. As such, it is recommended that
service vehicle access is restricted to RCV’s, MRV’s, Small Rigid Vehicles (SRV’s) and Vans.
It is acknowledged that the service vehicle restriction will impact liquor and coke deliveries, which currently
occur via HRV’s. However, the RSL has spoken with the relevant suppliers to confirm that servicing could
occur via MRV’s. As such, we have adopted Council’s standard RCV as the design vehicle in this instance.
A detailed swept path assessment has confirmed that Council’s standard RCV could adequately access the
proposed deck car park and manoeuvre into the proposed loading bay. That said, service vehicles will need
to utilise the full width of the service aisle to access the loading dock and as such, it is recommended that
the deck car park is restricted to staff parking only.
A copy of the swept path assessment is included at Appendix F.
Based on the above, and pending the aforementioned recommendations, we are of the view that the
proposed servicing arrangement is acceptable from a traffic engineering perspective.
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Traffic Impact Assessment
5. EXTERNAL TRAFFIC ANALYSIS
5.1 BACKGROUND TRAFFIC VOLUMES
A turning movement survey was undertaken at the Memorial Avenue/Doonella Street roundabout during
the following periods to establish existing traffic demands at this location:
Friday 17th June 2016 - AM Peak: 3hrs (6:30am to 9:30am); and
Friday 17th June 2016 - PM Peak: 3hrs (3:30pm to 6:30pm).
A copy of the survey data is included at Appendix G.
In order to account for background traffic growth in the area surrounding the site, a growth rate of 1%p.a.
was applied to all surveyed turning movements. This is considered to be relatively conservative, given the
limited growth potential in Noosa-Tewantin.
5.2 DEVELOPMENT TRAFFIC VOLUMES
The turning movement survey indicates that the surrounding road network peaks at the following times:
AM Road Network Peak = 8:00am to 9:00am; and
PM Road Network Peak = 4:00pm to 5:00pm.
Based on detailed parking occupancy data, it is clear that the existing RSL peak does not coincide with the
adjacent road network peak. Whilst we did not specifically survey traffic movements generated by the RSL,
we are of the view that this could be derived from the parking occupancy data.
As highlighted in Table 5.1 below, we have estimated that the existing RSL may generate in the order of 20
vehicle movements in the AM road network peak and 46 vehicle movements in the PM road network peak.
Apply the corresponding trip rate to the proposed expansion, we have estimated a potential net increase of
10 vehicle movements in the AM road network peak and 20 vehicle movements in the PM road network.
Table 5.1: Development Traffic Generation
Net
Road Off-Street Parking Existing Approximate Potential Net
Assumption Increase
Peaks Demand TUA Trip Rate Increase in Trips
in TUA
20 cars at 8:00am 20 vehicles IN 10 trips
AM 1,957.84m² 1 trip/100m² TUA 940.27m²
& 40 cars at 9:00am & 0 vehicles OUT (100% IN)
60 cars at 4:00pm 26 vehicles IN 19 trips
PM 1,957.84m² 2 trips/100m² TUA 940.27m²
& 66 cars at 5:00pm & 20 vehicles OUT (55% IN / 45% OUT)
This scale of traffic demand is typically considered to be minor from a traffic engineering perspective and in
our view would have negligible impacts on the surrounding road network.
5.3 DEVELOPMENT TRAFFIC DISTRIBUTION
As highlighted in Table 5.2 below, we have adopted distribution assumptions based on approach volumes
surveyed at the Memorial Drive/Doonella Road roundabout during each peak. We have conservatively
assumed that all new traffic generated by the expansion will be to/from either the west or south.
Table 5.2: Development Traffic Distribution
AM Peak PM Peak
Approach Direction Survey Adopted Estimated Survey Adopted Estimated
Demands Distribution Trips Demands Distribution Trips
Doonella Eastbound (IN) 891 58% 6 575 21% 4
Street
(West) Westbound (OUT) 532 - - 745 24% 5
Memorial Northbound (IN) 659 42% 4 912 34% 6
Avenue
(South) Southbound (OUT) 990 - - 659 21% 4
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5.4 DESIGN TRAFFIC VOLUMES
Design traffic volumes have been derived by adding estimated development trips to background traffic
forecasts for both the ‘year of opening’ (assumed to be 2018) and the 10-year design horizon (2028). The
estimated future design volumes are included at Appendix H.
5.5 INTERSECTION ANALYSIS
The adopted layout for the Memorial Avenue/Doonella Street roundabout is illustrated on Figure 5.1. The
assessment results are summarised in Table 5.3. Detailed SIDRA outputs are provided at Appendix I.
Figure 5.1: SIDRA Layout – Intersection of Memorial Avenue/Doonella Street
Table 5.3: SIDRA Results – Intersection of Memorial Avenue/Doonella Street
Average Delay 95th %ile Queue Acceptable
Scenario Demand (vehs/hr) DOS (%)
(secs) (m) Performance
AM Road Network Peak
2016 Baseline 1,807 71 8 54 Yes
2018 BG 1,841 73 8 57 Yes
2028 BG 2,024 81 9 88 Yes
2018 BG + DEV 1,851 73 8 59 Yes
2028 BG + DEV 2,034 82 9 93 Yes
AM Road Network Peak
2016 Baseline 1,705 65 7 51 Yes
2018 BG 1,739 66 7 53 Yes
2028 BG 1,910 73 8 68 Yes
2018 BG + DEV 1,757 67 7 55 Yes
2028 BG + DEV 1,928 74 7 71 Yes
The results suggest that the intersection will operate within the acceptable performance thresholds for a
roundabout (i.e. (DOS < 85%) in all assessed scenarios. Therefore, no upgrades are warranted.
Project No: P2623 Version: 002 Page 11
Page 16
Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
6. ALTERNATIVE TRANSPORT REVIEW
6.1 PUBLIC TRANSPORT NETWORKS
As mentioned previously, the RSL owns and operates three (3) courtesy buses. The courtesy buses are a
popular mode of transport with up to 14% of all patrons on Fridays and Saturdays utilising this free service.
A Translink bus stop is located on Poinciana Avenue, north of the subject site. As summarised in Table 6.1
below, this stop is serviced via seven (7) bus routes. Given the RSL operates three (3) free courtesy buses,
it is anticipated that only a few staff may utilise the public transport network to get to/from work.
Table 6.1: Existing Bus Services
Route Route Description Peak Frequency Off-Peak Frequency
Number
620 Noosa Heads, Peregian Beach, 30 minutes 30 minutes
Coolum, Marcoola, Maroochydore (between 5:30 -6:10 am and between (between 6:50-10:05pm on Saturday in
6:50-9:50pm in each direction) each direction)
626 Tewantin, Noosa Heads, Noosa 30 minutes 30 minutes
Junction, Sunrise Beach (in each direction) (in each direction)
627 Tewantin, Noosa Heads, Noosa 30 minutes 30 minutes
Junction, Sunshine Beach (in each direction) (in each direction)
628 Noosa Parklands, Tewantin, Noosa 60 minutes 60 minutes
Civic, Noosa Junction (in each direction) (in each direction)
629 Tewantin, Noosa Civic, Noosa 60 minutes 60 minutes
Heads, Noosa Junction (in each direction) (in each direction)
631 Noosa Junction, Tewantin, Cooroy, Infrequent services Infrequent services
Eumundi, Yandina, Nambour (more than 60 minutes) (more than 60 minutes)
632 Noosa Junction, Noosa Civic, Infrequent services Infrequent services
Tewantin, Cooroy, Pomona, Cooran (more than 60 minutes) (more than 60 minutes)
6.2 ACTIVE TRANSPORT NETWORKS
The RSL is located within a town centre environment and as such, a comprehensive network of footpaths is
provided on the surrounding road network. With the exception of Doonella Street, footpaths are generally
provided on both sides of the road. There are on-road cycle lanes on Memorial Drive and at the Memorial
Drive/Doonella Street Roundabout.
There is a bicycle parking rack located within the existing under croft carpark. This parking rack can
accommodate up to five (5) bicycles and is considered to be sufficient to accommodate existing and future
cycle parking demands generated by the RSL.
The low speed environment (40km/h) in conjunction with midblock crossings and zebra crossings provide
for safety and convenient pedestrian and cycle access to the site.
6.3 SUMMARY
In summary, the subject site is located within a town centre environment and as such, patrons and staff
benefit from access to high quality active and public transport provisions. Furthermore, the RSL owns and
operates three (3) courtesy buses. This free service is in high demand, which reduces the reliance on
private motor vehicles.
Importantly, we are of the view that no modifications to the existing active and public transport networks
and infrastructure is warranted or required to accommodate the proposed expansion of the RSL.
Project No: P2623 Version: 002 Page 12
Page 17
Tewantin Noosa RSL – Stage 4, 5 & 6
Traffic Impact Assessment
7. SUMMARY AND RECOMMENDATION
Key findings are summarised below:
Parking
the parking occupancy survey data indicates that there is currently spare car parking capacity both on
and off-street during busy trading periods for the RSL on typical trading days;
the curtesy bus patronage data indicates a high proportion of patrons arrive to the RSL on Friday and
Saturday via the curtesy buses (i.e. 12 to 14%);
estimated parking requirements for Stage 6 interpolated from the existing parking supply rate (i.e. 4.39
spaces/100m² TUA) would warrant a total of 128 off-street car parking spaces, which equates to a
shortfall of five (5) spaces compared to what is proposed (i.e. 123 spaces);
estimated parking requirements for Stage 6 interpolated from the surveyed peak parking demand rate
(i.e. 4.09 spaces/100m² TUA) would warrant a total of 119 off-street car parking spaces, which equates
to a surplus of four (4) spaces compared to what is proposed (i.e. 119 spaces); and
we are of the view that the proposed parking provision for Stage 6 should be adequate to
accommodate likely peak parking demands generated by the proposed expansion. On the few days of
the year where parking demands may exceed supply (i.e. Anzac Day, New Year’s Eve etc.), we are of
the view that there are sufficient on-street parking opportunities to cater for this temporary spike in
demand. Importantly, the proposed development results in no net loss of on-street parking.
Access
the configuration of the proposed new driveway crossovers will comply with Council standards;
the combination of introducing new crossovers and removing existing crossovers results in no net loss
in on-street parking along the frontage of the subject site;
it is acknowledged that the proposed new crossovers do not achieve minimum sight distances required
for access driveways in accordance with Australian Standards. That said, we are of the view that the
proposed arrangement is acceptable as it is consistent with the existing situation and given the town
centre context (i.e. low speed environment etc.).
Servicing
due to landscape offset requirements along the Pelican Street frontage of the site, it will not be
possible to provide HRV access to the deck carpark and loading area. As such, it is recommended that
service vehicle access is restricted to RCV’s, MRV’s, SRV’s and Vans;
it is acknowledged that the service vehicle restriction will impact liquor and coke deliveries, which
currently occur via HRV’s. However, the RSL has spoken with the relevant suppliers to confirm that
servicing can occur via MRV’s;
a detailed swept path assessment has confirmed that Council’s standard RCV could adequate access
the proposed deck car park and manoeuvre into the proposed loading bay. That said, the service
vehicles accommodate the full width of the service aisle when access the loading dock and as such, it
is recommended that the deck car park is restricted to staff parking only;
Carpark Layout
the only non-compliant element of the proposed new car parking areas is the servicing aisle width on
the deck car park. However, a detailed swept path assessment has confirmed that the proposed
arrangement could adequately accommodate waste truck manoeuvring and deliveries via MRV’s.
External Impacts
the proposed expansion will have negligible operational impacts on the surrounding road network;
Alternative Transport
the site is located within a town centre environment and as such, patrons and staff benefit from access
to high quality active and public transport provisions. No modifications to the existing active and public
transport networks and infrastructure is warranted to accommodate the proposed expansion.
Based on the findings of this report, we are of the opinion that there are no traffic engineering related
matters to preclude approval of this development application.
Project No: P2623 Version: 002 Page 13
Page 18
APPENDIX A PROPOSED DEVELOPMENT PLANS [OCR of page images] APPENDIX A PROPOSED DEVELOPMENT PLANS
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0.-- SITE, STAGING & RELATED DRAWINGS
0
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1.-- DEMOLITION DRAWINGS
2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
8.50
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STAGE 5 EXTENSION SMOKERS
AVENUE
TERRACE
0
50
5.5
8.
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STAGE 4
STREET
9.0
STAGE 4 EXTENSION
5.50
9.00
8.50
STAGE 6 EXTENSION
POINCIANA
5.00
architects
DOONELLA
STAGE 4 architecture & interior design
8.50
EXTENSION A.B.N. 29 700 673 003
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
STAGE 4, 5 & 6
5.00
drawn date designed
REFURBISHMENT
5.50
W.B.P. reference
9.50
9.50 EXISTING BUILDING
DESIGN
CONSTRUCT
STAGE 6
5.50
STAGE 5 EXTENSION Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
4.50
EXTENSION 1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
6.00 40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
5.00
Phone:(03) 8682 9160
6.50
00
0
7.
5.5
9.00
7.50
9.00
6.50
6.00
9.50
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MEMORIAL
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3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
AVENUE
STREET
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
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location
EXSITING / DEMOLITION
BASEMENT PLAN
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3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
AVENUE
STREET
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
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EXISTING / DEMOLITION location
GROUND FLOOR PLAN
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3.-- SECTIONS
4.-- ELEVATIONS
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6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
E
AVENUE
B
STREET
B
F
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
C A
100mm
project
location
PROPOSED BASEMENT PLAN -
STAGE 4
50
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C A
PREFIX CONTENT
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1.-- DEMOLITION DRAWINGS
2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
E
AVENUE
B
STREET
B
F
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
C A
100mm
project
PROPOSED GROUND FLOOR PLAN - location
STAGE 4
50
drwg. title
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30
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1.-- DEMOLITION DRAWINGS
2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
F
AVENUE
STREET
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
location
PROPOSED BASEMENT PLAN -
STAGE 5&6
50
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2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
H
AVENUE
STREET
J
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
I project
PROPOSED GROUND FLOOR PLAN - location
STAGE 5&6
50
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3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
AVENUE
STREET
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
EXISTING ROOF
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
PROPOSED ROOF PLAN - location
STAGE 4
50
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2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
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4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
AVENUE
STREET
POINCIANA
architects
architecture & interior design
A.B.N. 29 700 673 003
DOONELLA
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
EXISTING BUILDING Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
PROPOSED ROOF PLAN - location
STAGE 5&6
50
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3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
architects
architecture & interior design
A.B.N. 29 700 673 003
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
location
50
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40
30
scale drwg. no. amend.
20
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4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
architects
architecture & interior design
A.B.N. 29 700 673 003
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
location
50
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40
30
scale drwg. no. amend.
20
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1.-- DEMOLITION DRAWINGS
2.-- FLOOR, REFLECTED CEILING & ROOF PLANS
3.-- SECTIONS
4.-- ELEVATIONS
5.-- CONSTRUCTION DETAILS
6.-- JOINERY DETAILS
KEY PLAN
no. amendment date init.
architects
architecture & interior design
A.B.N. 29 700 673 003
P 07 3832 4433 F 07 3832 4848
E [email protected]
Suite 4 Portman Place, 220 Boundary Street,
SPRING HILL, QLD 4000
drawn date designed
W.B.P. reference
DESIGN
CONSTRUCT
Rubicon Design & Construct Pty. Ltd.
A.C.N. 050 400 210
1110 Kingsford Smith Drive, Eagle Farm, QLD, 4009
Phone:(07) 3267 2400 Fax:(07) 3267 2440
40 Bell Street, PO Box 2020, Fitzroy, VIC, 3065
Phone:(03) 8682 9160
DRAWN SCALE
principal
100mm
project
location
50
drwg. title
40
30
scale drwg. no. amend.
20
@A1
0 5 10
Page 31
APPENDIX B PRE-LODGEMENT MEETING MINUTES [OCR of page images] APPENDIX B PRE-LODGEMENT MEETING MINUTES
Page 32
PRE-LODGEMENT NOTES
PRELODGEMENT ADVICE SERVICES
PLANNING ASSESSMENT BRANCH
1. PLM DETAILS
Date 31/05/2016 Application No PLM16/0020
Applicant PLANIT CONSULTING PTY LTD
Applicant Name Title/Organisation
Attendees LANCE NEWLEY PLANIT CONSULTING
STEVE HARVEY RUBICON
GEORGE ABAGIA RUBICON
GEOFF STEVENS WBP ARCHITECTS
PHIL STEPHENSON TEWANTIN-NOOSA RSL
DAMIEN SCUTT BITZIOS CONSULTING
Council Name Title/Branch
Attendees DENIS WALLACE COORDINATOR PLANNING
MARK LEWIS COORDINATOR OPERATIONAL WORKS
2. PLANNING SCHEME INFORMATION
Development Type OPW ROL X MCU BA
Level of Assessment Code X Impact
Planning Locality Tewantin & Doonan
Zone Community Services
Overlays Potential Acid Sulphate Soils Area
3. PLM PROPOSAL
Street Address 5 MEMORIAL AVE TEWANTIN QLD 4565
Real Property Description LOT 10 SP 273411
Proposal Details MATERIAL CHANGE OF USE OF PREMISES – STAGED
EXTENSION & REFURBISHMENT OF EXISTING RSL CLUB
(Use Type, Number of Units/Lots,
Retail GFA, Car Parking, etc)
This document is a record of prelodgement discussions and will not be made available for public viewing. Prelodgement
discussions are conducted to explore development options and requirements, identify issues and provide guidance to prospective
applicants about Council’s policies for development. The recorded discussion items and outcomes in no way imply or commit to an
approval of the proposal on the part of Council or Council officers, nor guarantee that all potential issues associated with a
development proposal have been raised / identified. When a formal development application is lodged, the proposal will be
assessed on its planning merits in accordance with Council’s policy framework existing at the time of the assessment.
FM6082/8-18/04/2013 Page 1 of 3
Document Set ID: 20075666
Version: 1, Version Date: 31/05/2016 Print Date: 31 May 2016, 4:45 PM
Page 33
PLM Document(s)/Plan Title
Supporting (s)
Information PROPOSED SECTION & ELEVATION STAGE 4
DEVELOPMENT SECTION & ELEVATION STAGE 5&6
(Provided by Applicant) PLANS DATED STAGES SITE PLAN
30/05/16
EXISTING/DEMOLITION BASEMENT PLAN
EXISTING/DEMOLITION GF PLAN
PROPOSED BASEMENT PLAN (STAGE 4)
PROPOSED GF PLAN STAGE 4
PROPOSED BASEMENT PLAN (STAGE 5)
PROPOSED GF PLAN STAGE 5/6
4. ADVICE & INFORMATION
Planning Officer Name Denis
The RSL’s Entertainment & Dining use is identified as a consistent use on the site under The
Noosa Plan. The proposed extension requires an impact assessable development
application. A decision on an application could not be made by delegation to Council officers
and a report would be presented to a full Council meeting.
Given the development is a consistent use on the site, expansion of the RSL club is broadly
supportable. Key assessment issues pertain to built form outcomes and assessment of
impacts, they include:
Justification for substantial setback relaxations required to Doonella Street and Pelican
Street and providing attractive frontages to these.
Provision of sufficient landscaped space, with The Noosa Plan specifying a minimum of
15% of the site area and seeking minimum landscaped setbacks of 2m to frontages.
Assessment of traffic and noise impacts
The primary planning concern with the proposal plans are the new presentations to Doonella
& Pelican Streets. These present carpark walls built close to the boundaries and box profile
extensions to the club building. The plans appear to indicate a shortfall in landscaping.
Shade structures only are proposed rather than shade trees. Officers would be unlikely to
support the combination of significant setback incursions and landscaping less than minimum
requirements.
Parking shortfalls are undesirable when combined with the proposal’s built form and
landscaping relaxations.
A traffic report could assess demand for the existing RSL over an extended period to
demonstrate parking demand.
The built form of the building extensions could be improved to respond to the Noosa
vernacular and avoid simple box profiles. Outcome O13 of the locality code relates to roof
form.
Overall, the submitted plans are unlikely to be supported in their current form, as the
development does not adhere to the few provisions applicable to the development under The
Noosa Plan.
Please feel free to contact me on ph. 07 53296239 to discuss any aspect of this advice.
Officers can provide further feedback on amended plans if requested.
This document is a record of prelodgement discussions and will not be made available for public viewing. Prelodgement
discussions are conducted to explore development options and requirements, identify issues and provide guidance to prospective
applicants about Council’s policies for development. The recorded discussion items and outcomes in no way imply or commit to an
approval of the proposal on the part of Council or Council officers, nor guarantee that all potential issues associated with a
development proposal have been raised / identified. When a formal development application is lodged, the proposal will be
assessed on its planning merits in accordance with Council’s policy framework existing at the time of the assessment.
FM6082/8-18/04/2013 Page 2 of 3
Document Set ID: 20075666
Version: 1, Version Date: 31/05/2016 Print Date: 31 May 2016, 4:45 PM
Page 34
Civil Engineering Officer Name Mark
Council has the following engineering concerns with the submitted plans:
The ability to drain stormwater that enters the extended basement by gravity
The ability to access the basement from Doonella Street given the levels of the existing
road formation, verge and path
Demonstrating that there is no or minimal loss of on-street parking spaces
The ability for heavy vehicles (delivery/service/waste) to enter the site in a forward gear,
access the service areas and exit the site in a forward gear.
The layout includes the necessary dedicated delivery/service/waste areas
It is expected that any application would include:
A Traffic report
A preliminary Waste Management Plan prepared in accordance with Council’s Policy and
Code
A preliminary site specific Stormwater Management Plan that is in accordance with
Council’s Policies & Codes. The plan must demonstrate that the proposed development
will have a non-worsening in regard to water quality and quantity.
5. INFRASTRUCTURE CHARGES
A request for written advice for an Infrastructure Contributions Estimate relevant to your
proposal may be obtained for a fee of $211.
6. FURTHER ADVICE TO BE SOUGHT
You are advised to contact Unitywater and any relevant Queensland Government
Agencies for their specific requirements in respect of your proposal.
7. PLM NOTES ACKNOWLEDGEMENT
Council Project Director
This document is a record of prelodgement discussions and will not be made available for public viewing. Prelodgement
discussions are conducted to explore development options and requirements, identify issues and provide guidance to prospective
applicants about Council’s policies for development. The recorded discussion items and outcomes in no way imply or commit to an
approval of the proposal on the part of Council or Council officers, nor guarantee that all potential issues associated with a
development proposal have been raised / identified. When a formal development application is lodged, the proposal will be
assessed on its planning merits in accordance with Council’s policy framework existing at the time of the assessment.
FM6082/8-18/04/2013 Page 3 of 3
Document Set ID: 20075666
Version: 1, Version Date: 31/05/2016 Print Date: 31 May 2016, 4:45 PM
Page 35
APPENDIX C PAW PARKING OCCUPANCY DATA [OCR of page images] APPENDIX C PAW PARKING OCCUPANCY DATA
Page 36
Location Tewantin Noosa RSL, Tewantin, QLD
Survey Period 8am ‐ 8pm Friday & Saturday
Survey Date 17th & 18th June 2016
Survey Period Every 30 Minutes
Total Car Spaces 112
D
F
B
A
C
E
Page 37
Location Tewantin Noosa RSL, Tewantin, QLD
Weather: Fine
Date: Friday 17th June 2016
Survey Time: 8am ‐ 8pm
Car Parking Occupancy Survey
Tewantin Noosa RSL
Areas Car Spaces 8:00 AM 8:30 AM 9:00 AM 9:30 AM 10:00 AM 10:30 AM 11:00 AM 11:30 AM 12:00 PM 12:30 PM 1:00 PM 1:30 PM 2:00 PM 2:30 PM 3:00 PM 3:30 PM 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM Avg Avg %
A 40 14 25 24 37 38 37 33 35 38 36 38 34 30 35 33 36 34 36 35 31 31 35 36 39 33 83%
B 25 5 6 8 9 10 10 20 21 21 21 21 18 19 17 13 14 13 14 13 9 11 16 22 22 15 59%
C 21 1 2 8 15 18 18 21 21 21 21 21 18 15 12 15 14 13 16 18 16 16 17 18 17 16 74%
D 10 5 7 9 9 10 10 9 10 10 9 10 10 10 10 9 10 10 10 8 7 9 8 9 9 9 90%
E 8 3 3 5 6 6 7 7 8 7 9 8 7 7 6 4 4 5 5 5 7 5 8 8 8 6 77%
F 8 2 3 6 6 6 7 8 8 8 8 8 7 7 4 7 5 6 5 4 2 1 1 4 5 5 67%
Total Occupied
Spaces 30 46 60 82 88 89 98 103 105 104 106 94 88 84 81 83 81 86 83 72 73 85 97 100 84 75%
Total Available
Spaces 112 82 66 52 30 24 23 14 9 7 8 6 18 24 28 31 29 31 26 29 40 39 27 15 12
Occupancy Rate 27% 41% 54% 73% 79% 79% 88% 92% 94% 93% 95% 84% 79% 75% 72% 74% 72% 77% 74% 64% 65% 76% 87% 89%
[OCR of page images]
Location Tewantin Noosa RSL, Tewantin, QLD st T D< 4h TD
Weather: Fine Tr
Date: Friday 17th June 2016 Traffic Data & Control Traffic Data & Contre
SurveyTime: 8am - 8pm
Car Parking Occupancy Survey
Tewantin Noosa RSL
Areas Car Spaces | 8:00 AM | 8:30 AM | 9:00 AM | 9:30 AM | 10:00 AM| 10:30 AM| 11:00 AM] 11:30 AM] 12:00 PM| 12:30 PM] 1:00 PM | 1:30 PM | 2:00 PM | 2:30 PM | 3:00 PM | 3:30 PM | 4:00 PM | 4:30 PM | 5:00 PM | 5:30 PM | 6:00 PM | 6:30 PM | 7:00 PM | 7:30 PM Avg Avg %
A 40 14 25 24 37 38 37 33 35 38 36 38 34 30 35 33 36 34 36 35 31 31 35 36 39 33 83%
B 25 5 6 8 EJ 10 10 20 21 21 21 21 18 19 17 13 14 13 14 13 9 11 16 22 22 1s 59%
c 21 1 2 8 15 18 18 21 21 21 21 21 18 15 12 15 14 13 16 18 16 16 17 18 17 16 74%
D 10 5 7 9 9 10 10 9 10 10 9 10 10 10 10 9 10 10 10 8 7 9 8 9 9 9 90%
E 8 3 3 5 6 6 7 7 8 7 9 8 7 7 6 4 4 5 5 5 7 5 8 8 8 6 77%
F 8 2 3 6 6 6 7 8 8 8 8 8 7 7 4 7 5 6 5 4 2 1 1 4 5 5 67%
Total Occupied
Spaces 30 46 60 82 88 89 98 103 105 104 106 94 88 84 81 83 81 86 83 72 73 85 97 100 84 75%
Total Available
Spaces 112 82 66 52 30 24 23 14 9 7 8 6 18 24 28 31 29 31 26 29 40 39 27 15 12
Occupancy Rate 27% 41% 54% 73% 79% 79% 88% 92% 94% 93% 95% 84% 79% 75% 72% 74% 72% 77% 74% 64% 65% 76% 87% 89%
Page 38
Location Tewantin Noosa RSL, Tewantin, QLD
Weather: Overcast/rain periods
Date: Saturday 18th June 2016
Survey Time: 8am ‐ 8pm
Car Parking Occupancy Survey
Tewantin Noosa RSL
Areas Car Spaces 8:00 AM 8:30 AM 9:00 AM 9:30 AM 10:00 AM 10:30 AM 11:00 AM 11:30 AM 12:00 PM 12:30 PM 1:00 PM 1:30 PM 2:00 PM 2:30 PM 3:00 PM 3:30 PM 4:00 PM 4:30 PM 5:00 PM 5:30 PM 6:00 PM 6:30 PM 7:00 PM 7:30 PM Avg Avg %
A 40 11 10 10 20 25 29 34 37 39 37 37 35 28 34 34 33 28 28 27 33 32 38 38 38 30 74%
B 25 0 0 0 1 1 2 4 6 7 24 24 21 15 14 11 10 13 10 9 12 15 17 21 21 11 43%
C 21 3 4 4 5 5 6 6 11 19 18 18 18 18 13 12 13 12 14 12 15 19 18 20 21 13 60%
D 10 0 1 0 1 0 9 10 10 9 10 10 9 9 7 9 5 5 6 8 8 9 10 10 9 7 68%
E 8 0 0 0 1 1 2 3 4 7 7 7 7 5 6 5 5 5 3 4 4 7 7 8 8 4 55%
F 8 0 0 0 0 0 2 2 2 2 6 7 8 5 4 3 1 1 1 2 1 2 4 4 4 3 32%
Total Occupied
Spaces 14 15 14 28 32 50 59 70 83 102 103 98 80 78 74 67 64 62 62 73 84 94 101 101 67 60%
Total Available
Spaces 112 98 97 98 84 80 62 53 42 29 10 9 14 32 34 38 45 48 50 50 39 28 18 11 11
Occupancy Rate 13% 13% 13% 25% 29% 45% 53% 63% 74% 91% 92% 88% 71% 70% 66% 60% 57% 55% 55% 65% 75% 84% 90% 90%
[OCR of page images]
Location
Weather:
Tewantin Noosa RSL, Tewantin, QLD
Overcast/rain periods
+ TDC
Traffic Data & Control
Date: Saturday 18th June 2016 “trafic Cake 8: Cea
SurveyTime: 8am - 8pm
Car Parking Occupancy Survey
Tewantin Noosa RSL
Areas Car Spaces | 8:00 AM | 8:30 AM | 9:00 AM | 9:30 AM | 10:00 AM| 10:30 AM| 11:00 AM] 11:30 AM] 12:00 PM| 12:30 PM] 1:00 PM | 1:30 PM | 2:00 PM | 2:30 PM | 3:00 PM | 3:30 PM | 4:00 PM | 4:30 PM | 5:00 PM | 5:30 PM | 6:00 PM | 6:30 PM | 7:00 PM | 7:30 PM Avg Avg %
A 40 11 10 10 20 25 29 34 37 39 37 37 35 28 34 34 33 28 28 27 33 32, 38 38 38 30 74%
B 25 oO oO oO 1 1 2 4 6 7 24 24 21 15 14 11 10 13 10 9 12 15 17 21 21 11 43%
c 21 3 4 4 5 5 6 6 11 19 18 18 18 18 13 12 13 12 14 12 15 19 18 20 21 13, 60%
D 10 o 1 o 1 o 9 10 10 9 10 10 9 9 7 9 5 5 6 8 8 9 10 10 9 7 68%
E 8 oO oO oO 1 1 2 3 4 7 7 7 7 5 6 5 5 5 3 4 4 7 7 8 8 4 55%
F 8 o o o o o 2 2 2 2 6 7 8 5 4 3 1 1 1 2 1 2 4 4 4 3 32%
Total Occupied
Spaces 14 15 14 28 32, 50 59 70 83 102 103 98 80 78 74 67 64 62 62 73 84 94 101 101 67 60%
Total Available
Spaces 112 98 97 98 84 80 62 53 42 29 10 9 14 32, 34 38 45 48 50 50 39 28 18 11 11
Occupancy Rate 13% 13% 13% 25% 29% 45% 53% 63% 74% 91% 92% 88% 71% 70% 66% 60% 57% 55% 55% 65% 75% 84% 90% 90%
Page 39
APPENDIX D PARKING DEMAND PROFILES [OCR of page images] APPENDIX D PARKING DEMAND PROFILES
Page 40
Off‐Street Parking ‐ Friday (Capacity = 86 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 41
On‐Street Parking ‐ Friday (Capcity = 26 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 42
Combined ‐ Friday (Capcity = 112 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 43
Off‐Street Parking ‐ Saturday (Capacity = 86 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 44
Off‐Street Parking ‐ Saturday (Capcity = 26 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 45
Combined ‐ Saturday (Capacity = 112 spaces)
120
100
80
60
40
20
0
8:00 8:30 9:00 9:30 10:00 10:30 11:00 11:30 12:00 12:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30 7:00 7:30
AM AM AM AM AM AM AM AM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM PM
Page 46
APPENDIX E EXISTING PATRONAGE PROFILE [OCR of page images] APPENDIX E EXISTING PATRONAGE PROFILE
Page 47
RSL Patronage Data (1st June 2015 to 31st May 2016) Arranged in Ascending Order
1150
1100
1050
1000
950
900
850
800
750
700
650
Patronage
600
550
500
450
400
350
300
250
200
150
100
50
0
Days of the Year (Yellow = Corresponding Saturday. Red = Corresponding Friday), Black = 85th Percentile Day)
Page 48
APPENDIX F SWEPT PATH ASSESSMENT [OCR of page images] APPENDIX F SWEPT PATH ASSESSMENT
Page 49
PELICAN STREET C
A
B
B
F
6.2m
DESIGN VEHICLE
BITZIOS
Project Title Design Drawn Checked
Gold Coast Brisbane Sydney S.T S.T D.S
Suite 26, 58 Riverwalk Avenue, Robina QLD Level 2, 428 Upper Edward Street, Spring Hill Studio 203, 3 Gladstone Street, Newtown NSW Tewantin, Noosa RSL Date
4226. 4000. 2042. Stage 4 RCV Entry Swept Path CONCEPT ONLY 20.06.2016
P: (07) 5562-5377 P: (07) 3831-4442 P: (02) 9557 6202
consulting W: www.bitziosconsulting.com.au E: [email protected]
Traffic Impact Assessment Project Number Sheet Number Issue
traffic transport P2623 001 B
engineering planning
Page 50
PELICAN STREET C
A
B
B
6.2m
DESIGN VEHICLE
BITZIOS
Project Title Design Drawn Checked
Gold Coast Brisbane Sydney S.T S.T D.S
Suite 26, 58 Riverwalk Avenue, Robina QLD Level 2, 428 Upper Edward Street, Spring Hill Studio 203, 3 Gladstone Street, Newtown NSW Tewantin, Noosa RSL Date
4226. 4000. 2042. Stage 4 RCV Exit Swept Path CONCEPT ONLY 20.06.2016
P: (07) 5562-5377 P: (07) 3831-4442 P: (02) 9557 6202
consulting W: www.bitziosconsulting.com.au E: [email protected]
Traffic Impact Assessment Project Number Sheet Number Issue
traffic transport P2623 002 B
engineering planning
Page 51
D
STREET
4.91
B
0.92 2.80
B85 meters
DOONELLA
Width : 1.87
Track : 1.77
Lock to Lock Time : 6.0
Steering Angle : 38.5
5.20
0.95 3.05
B99 meters
Width : 1.94
Track : 1.84
Lock to Lock Time : 6.0
Steering Angle : 38.0
DESIGN VEHICLE
BITZIOS
Project Title Design Drawn Checked
Gold Coast Brisbane Sydney S.T S.T D.S
Suite 26, 58 Riverwalk Avenue, Robina QLD Level 2, 428 Upper Edward Street, Spring Hill Studio 203, 3 Gladstone Street, Newtown NSW Tewantin, Noosa RSL Date
4226. 4000. 2042.
B85 Entry & B99 Exit
Stage 4 CONCEPT ONLY 20.06.2016
P: (07) 5562-5377 P: (07) 3831-4442 P: (02) 9557 6202 Swept Paths
consulting W: www.bitziosconsulting.com.au E: [email protected]
Traffic Impact Assessment Project Number Sheet Number Issue
traffic transport P2623 003 B
engineering planning
Page 52
APPENDIX G RAW INTERSECTION SURVEY DATA [OCR of page images] APPENDIX G RAW INTERSECTION SURVEY DATA
Page 53
Turning Movement Count Summary
Site ID: 1
Location: Memorial Ave & Doonella St, Tewantin
0
Date: 17‐June‐2016
0
Surveyed Time: 6:30 AM to 9:30 AM
Weather: Fine
Data for hour starting: 7 to 9:00 AM
Vehicle Class: 8
Memorial Ave SB
1 1
1 145 142 1
>>
1 1
>> 121
1 1
15
1 1
0
6
1 2 2 2 2 1
1 2 2 2 2 2 1
Pedestrians 1 2 2 2 2 2 2 2 2 1
1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
4 4 4 4 4 4 4 4 4 4 4 4
>>
44
3 3
15 2 2 22
Doonella St WB
3 3 2 2
Doonella St EB
2
0
891
>> 21 2 2 2 3 3 2 2 2
1711
0
0
853 2 2 22 3 3 2
2 2 2 0
3 3 <<
19
2 2 2 2 2 2 12
2 2 3 3
2 2 2 2 2
3 3 2 7
532
<<
3 3 3 3 3 3 3 3 3 3 3 3
1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1
1 1
1 2 2 2 2 2 2 2 2 1
1 2 2 2 2 2 1
1 2 2 2 2 1
503
>> 130
17
9
1 1
1 1
1 1
>>
1 659 990 1
1 1
Memorial Ave NB
T0761.01 Memorial Ave & Doonella St Intersection Report
[OCR of page images]
Memorial Ave & Doonella St, Tewantin
17-June-2016
ALL VEHICLES v
Pedestrians
>
15 lll
— |
~ ° 4711 °
353 aa Hen ®
— we 12 “
=
<<
0
T0761.01 Memorial Ave & Doonella St Intersection Report
vv
891
61
532
Page 54
Turning Movement Count Summary
Site ID: 1
Location: Memorial Ave & Doonella St, Tewantin
0
Date: 17‐June‐2016
0
Surveyed Time: 3:30 PM to 6:30 PM
Weather: Fine
Data for hour starting: 3 to 5:00 PM
Vehicle Class: 8
Memorial Ave SB
1 1
1 257 153 1
>>
1 1
>> 126
1 1
18
1 1
6
3
1 2 2 2 2 1
1 2 2 2 2 2 1
Pedestrians 1 2 2 2 2 2 2 2 2 1
1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
4 4 4 4 4 4 4 4 4 4 4 4
>>
50
3 3
38 2 2 22
Doonella St WB
3 3 2 2
Doonella St EB
2
3
575
>> 29 2 2 2 3 3 2 2 2
1711
2
2
503 2 2 22 3 3 2
2 2 2 4
3 3 <<
71
2 2 2 2 2 2 42
5 2 3 3
2 2 2 2 2
3 3 2 22
745
<<
3 3 3 3 3 3 3 3 3 3 3 3
1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1
1 1
1 2 2 2 2 2 2 2 2 1
1 2 2 2 2 2 1
1 2 2 2 2 1
680
>> 209
15
8
1 1
1 1
1 1
>>
1 912 659 1
1 1
Memorial Ave NB
T0761.01 Memorial Ave & Doonella St Intersection Report
[OCR of page images]
Memorial Ave & Doonella St, Tewantin
17-June-2016
ALL VEHICLES v
Pedestrians
>
38 oll
— |
~ 29 N 1711 nN
502 Ban’
5 ee 22 <<
al =x
<<
0
T0761.01 Memorial Ave & Doonella St Intersection Report
os
575
TL
745
Page 55
APPENDIX H DESIGN TRAFFIC VOLUMES [OCR of page images] APPENDIX H DESIGN TRAFFIC VOLUMES
Page 56
2016 Surveyed Demands Development Traffic
AM PEAK: 8:00 - 9:00 AM AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM Memorial Avenue PM PEAK: 4:00 - 5:00 PM Memorial Avenue
35%
38 15 6 18 125 2 1 2 2 1
28 21 0 15 121 6 3 4 0 0
502 847 65%
5 2
Doonella Street Doonella Street Doonella Street Doonella Street
0 3
0 3
603 129 17 9 12 42 1 3 0 3
680 209 15 8 7 21 2 4 0 3
Memorial Avenue Memorial Avenue
2018 Background 2018 Background + Development
AM PEAK: 8:00 - 9:00 AM AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM Memorial Avenue PM PEAK: 4:00 - 5:00 PM Memorial Avenue
39 15 6 18 128 2 40 17 6 20 129 2
29 21 0 15 123 6 31 25 0 15 123 6
512 864 512 864
5 2 5 2
Doonella Street Doonella Street Doonella Street Doonella Street
0 3 0 3
0 3 0 3
615 132 17 9 12 43 615 133 20 9 12 46
694 213 15 8 7 21 694 215 19 8 7 24
Memorial Avenue Memorial Avenue
2028 Background 2028 Background + Development
AM PEAK: 8:00 - 9:00 AM AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM Memorial Avenue PM PEAK: 4:00 - 5:00 PM Memorial Avenue
43 17 7 20 140 2 44 19 7 22 141 2
31 24 0 17 136 7 34 27 0 17 136 7
562 949 562 949
6 2 6 2
Doonella Street Doonella Street Doonella Street Doonella Street
0 3 0 3
0 3 0 3
675 144 19 10 13 47 675 146 22 10 13 50
762 234 17 9 8 24 762 236 21 9 8 26
Memorial Avenue Memorial Avenue
[OCR of page images]
2016 Surveyed Demands Development Traffic
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
38 | 15
28 | 21
502 | 847
5 | 2
Doonella Street
603 | 129
lice
Memorial Avenue
6 | 18 | 125) 2
0 | 15 | 121] 6
4u4 u&
17| 9
680 | 209
15} 8
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
39 | 15
29 | 21
512 | 864
5 | 2
Doonella Street
615 | 132
AIcr
Memorial Avenue
Memorial Avenue
6 | 18 | 128] 2
0 | 15 | 123] 6
4v4 u&
17| 9
694 | 213
15} 8
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
43 | 17
31 | 24
562 | 949
6 | 2
Doonella Street
At
675 | 144
Memorial Avenue
Memorial Avenue
7 | 20 | 140) 2
0 | 17 | 136] 7
4u4 uG
19
=
o
762 | 234
17
o
Memorial Avenue
Doonella Street
Doonella Street
Doonella Street
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
Doonella Street
qv
Memorial Avenue
35%
JIIL
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
40 | 17
31 | 25
512| 864
5 | 2
Doonella Street
ICR
615] 133
Memorial Avenue
Memorial Avenue
6 | 20|129| 2
0 | 15 | 123] 6
iv uG
20| 9
694] 215
19| 8
AM PEAK: 8:00 - 9:00 AM
PM PEAK: 4:00 - 5:00 PM
44 | 19
34 | 27
562| 949
6 | 2
Doonella Street
VW
675| 146
Memorial Avenue
Memorial Avenue
7 | 22 (141) 2
0 | 17 {136} 7
ivd Ju
22
=
o
762| 236
21
o
Memorial Avenue
65%
Doonella Street
2018 Background 2018 Background + Development
Doonella Street
2028 Background 2028 Background + Development
Doonella Street
Page 57
APPENDIX I SIDRA OUTPUT TABLES [OCR of page images] APPENDIX | SIDRA OuTPUT TABLES
Page 58
(382M) 388.95 e[]2U00g Memorial Drive (North) mead Memorial Drive (South) | Doonella Street (East) en
Page 59
MOVEMENT SUMMARY
Site: 1 [2016 AM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 603 2.9 0.499 4.2 LOS A 4.5 32.3 0.22 0.47 54.3
2 T1 129 2.9 0.499 4.3 LOS A 4.5 32.3 0.22 0.47 55.5
3 R2 17 2.9 0.499 8.7 LOS A 4.5 32.3 0.22 0.47 55.3
3u U 9 2.9 0.499 10.7 LOS B 4.5 32.3 0.22 0.47 56.2
Approach 758 2.9 0.499 4.4 LOS A 4.5 32.3 0.22 0.47 54.5
East: Doonella Street (East)
4 L2 7 2.9 0.046 11.9 LOS B 0.3 2.1 0.86 0.77 48.9
5 T1 12 2.9 0.046 12.0 LOS B 0.3 2.1 0.86 0.77 49.9
6 R2 1 2.9 0.046 16.5 LOS B 0.3 2.1 0.86 0.77 49.8
6u U 1 2.9 0.046 18.4 LOS B 0.3 2.1 0.86 0.77 50.5
Approach 21 2.9 0.046 12.5 LOS B 0.3 2.1 0.86 0.77 49.6
North: Memorial Drive (North)
7 L2 6 2.9 0.282 11.3 LOS B 1.9 13.9 0.89 0.90 49.4
8 T1 121 2.9 0.282 11.4 LOS B 1.9 13.9 0.89 0.90 50.4
9 R2 15 2.9 0.282 15.8 LOS B 1.9 13.9 0.89 0.90 50.2
9u U 1 2.9 0.282 17.8 LOS B 1.9 13.9 0.89 0.90 50.9
Approach 143 2.9 0.282 11.9 LOS B 1.9 13.9 0.89 0.90 50.3
West: Doonella Street (West)
10 L2 15 2.9 0.709 5.7 LOS A 7.5 54.0 0.65 0.65 50.1
11 T1 21 2.9 0.709 5.8 LOS A 7.5 54.0 0.65 0.65 51.1
12 R2 847 2.9 0.709 10.3 LOS B 7.5 54.0 0.65 0.65 51.0
12u U 2 2.9 0.709 12.2 LOS B 7.5 54.0 0.65 0.65 51.7
Approach 885 2.9 0.709 10.1 LOS B 7.5 54.0 0.65 0.65 50.9
All Vehicles 1807 2.9 0.709 7.9 LOS A 7.5 54.0 0.49 0.60 52.3
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 60
MOVEMENT SUMMARY
Site: 1 [2018 AM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 615 2.9 0.509 4.2 LOS A 4.7 33.4 0.22 0.47 54.3
2 T1 132 2.9 0.509 4.3 LOS A 4.7 33.4 0.22 0.47 55.5
3 R2 17 2.9 0.509 8.7 LOS A 4.7 33.4 0.22 0.47 55.3
3u U 9 2.9 0.509 10.7 LOS B 4.7 33.4 0.22 0.47 56.2
Approach 773 2.9 0.509 4.4 LOS A 4.7 33.4 0.22 0.47 54.5
East: Doonella Street (East)
4 L2 7 2.9 0.047 12.3 LOS B 0.3 2.2 0.88 0.77 48.7
5 T1 12 2.9 0.047 12.4 LOS B 0.3 2.2 0.88 0.77 49.7
6 R2 1 2.9 0.047 16.8 LOS B 0.3 2.2 0.88 0.77 49.5
6u U 1 2.9 0.047 18.8 LOS B 0.3 2.2 0.88 0.77 50.2
Approach 21 2.9 0.047 12.9 LOS B 0.3 2.2 0.88 0.77 49.4
North: Memorial Drive (North)
7 L2 6 2.9 0.295 11.6 LOS B 2.0 14.7 0.91 0.92 49.2
8 T1 123 2.9 0.295 11.7 LOS B 2.0 14.7 0.91 0.92 50.2
9 R2 15 2.9 0.295 16.1 LOS B 2.0 14.7 0.91 0.92 50.0
9u U 1 2.9 0.295 18.1 LOS B 2.0 14.7 0.91 0.92 50.7
Approach 145 2.9 0.295 12.2 LOS B 2.0 14.7 0.91 0.92 50.1
West: Doonella Street (West)
10 L2 15 2.9 0.725 5.8 LOS A 7.9 56.7 0.68 0.65 50.0
11 T1 21 2.9 0.725 5.9 LOS A 7.9 56.7 0.68 0.65 51.0
12 R2 864 2.9 0.725 10.4 LOS B 7.9 56.7 0.68 0.65 50.9
12u U 2 2.9 0.725 12.3 LOS B 7.9 56.7 0.68 0.65 51.6
Approach 902 2.9 0.725 10.2 LOS B 7.9 56.7 0.68 0.65 50.9
All Vehicles 1841 2.9 0.725 7.9 LOS A 7.9 56.7 0.51 0.60 52.2
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 61
MOVEMENT SUMMARY
Site: 1 [2028 AM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 675 2.9 0.560 4.3 LOS A 5.7 40.7 0.26 0.46 54.2
2 T1 144 2.9 0.560 4.3 LOS A 5.7 40.7 0.26 0.46 55.4
3 R2 19 2.9 0.560 8.8 LOS A 5.7 40.7 0.26 0.46 55.2
3u U 10 2.9 0.560 10.7 LOS B 5.7 40.7 0.26 0.46 56.1
Approach 848 2.9 0.560 4.4 LOS A 5.7 40.7 0.26 0.46 54.4
East: Doonella Street (East)
4 L2 8 2.9 0.065 14.6 LOS B 0.4 3.2 0.94 0.83 47.3
5 T1 13 2.9 0.065 14.7 LOS B 0.4 3.2 0.94 0.83 48.3
6 R2 1 2.9 0.065 19.1 LOS B 0.4 3.2 0.94 0.83 48.1
6u U 1 2.9 0.065 21.0 LOS C 0.4 3.2 0.94 0.83 48.8
Approach 23 2.9 0.065 15.1 LOS B 0.4 3.2 0.94 0.83 47.9
North: Memorial Drive (North)
7 L2 7 2.9 0.404 14.8 LOS B 3.1 22.4 0.99 1.02 47.2
8 T1 136 2.9 0.404 14.9 LOS B 3.1 22.4 0.99 1.02 48.1
9 R2 17 2.9 0.404 19.3 LOS B 3.1 22.4 0.99 1.02 48.0
9u U 1 2.9 0.404 21.2 LOS C 3.1 22.4 0.99 1.02 48.6
Approach 161 2.9 0.404 15.4 LOS B 3.1 22.4 0.99 1.02 48.1
West: Doonella Street (West)
10 L2 17 2.9 0.808 7.6 LOS A 12.3 87.9 0.82 0.70 49.4
11 T1 24 2.9 0.808 7.7 LOS A 12.3 87.9 0.82 0.70 50.4
12 R2 949 2.9 0.808 12.2 LOS B 12.3 87.9 0.82 0.70 50.3
12u U 2 2.9 0.808 14.1 LOS B 12.3 87.9 0.82 0.70 51.0
Approach 992 2.9 0.808 12.0 LOS B 12.3 87.9 0.82 0.70 50.3
All Vehicles 2024 2.9 0.808 9.1 LOS A 12.3 87.9 0.60 0.63 51.7
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 62
MOVEMENT SUMMARY
Site: 1 [2018 AM BG + DEV]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 615 2.9 0.511 4.2 LOS A 4.7 33.8 0.22 0.47 54.3
2 T1 133 2.9 0.511 4.3 LOS A 4.7 33.8 0.22 0.47 55.5
3 R2 20 2.9 0.511 8.7 LOS A 4.7 33.8 0.22 0.47 55.3
3u U 9 2.9 0.511 10.7 LOS B 4.7 33.8 0.22 0.47 56.2
Approach 777 2.9 0.511 4.4 LOS A 4.7 33.8 0.22 0.47 54.5
East: Doonella Street (East)
4 L2 7 2.9 0.048 12.3 LOS B 0.3 2.2 0.88 0.78 48.7
5 T1 12 2.9 0.048 12.4 LOS B 0.3 2.2 0.88 0.78 49.7
6 R2 1 2.9 0.048 16.8 LOS B 0.3 2.2 0.88 0.78 49.5
6u U 1 2.9 0.048 18.8 LOS B 0.3 2.2 0.88 0.78 50.2
Approach 21 2.9 0.048 12.9 LOS B 0.3 2.2 0.88 0.78 49.4
North: Memorial Drive (North)
7 L2 6 2.9 0.300 11.7 LOS B 2.1 15.0 0.91 0.92 49.1
8 T1 123 2.9 0.300 11.8 LOS B 2.1 15.0 0.91 0.92 50.1
9 R2 15 2.9 0.300 16.3 LOS B 2.1 15.0 0.91 0.92 49.9
9u U 1 2.9 0.300 18.2 LOS B 2.1 15.0 0.91 0.92 50.7
Approach 145 2.9 0.300 12.3 LOS B 2.1 15.0 0.91 0.92 50.1
West: Doonella Street (West)
10 L2 17 2.9 0.733 6.0 LOS A 8.2 58.5 0.69 0.66 50.0
11 T1 25 2.9 0.733 6.0 LOS A 8.2 58.5 0.69 0.66 51.0
12 R2 864 2.9 0.733 10.5 LOS B 8.2 58.5 0.69 0.66 50.9
12u U 2 2.9 0.733 12.4 LOS B 8.2 58.5 0.69 0.66 51.6
Approach 908 2.9 0.733 10.3 LOS B 8.2 58.5 0.69 0.66 50.8
All Vehicles 1851 2.9 0.733 8.0 LOS A 8.2 58.5 0.52 0.60 52.2
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 63
MOVEMENT SUMMARY
Site: 1 [2028 AM BG + DEV]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 675 2.9 0.563 4.3 LOS A 5.7 41.2 0.26 0.47 54.1
2 T1 146 2.9 0.563 4.3 LOS A 5.7 41.2 0.26 0.47 55.4
3 R2 22 2.9 0.563 8.8 LOS A 5.7 41.2 0.26 0.47 55.2
3u U 10 2.9 0.563 10.7 LOS B 5.7 41.2 0.26 0.47 56.1
Approach 853 2.9 0.563 4.5 LOS A 5.7 41.2 0.26 0.47 54.4
East: Doonella Street (East)
4 L2 8 2.9 0.066 14.6 LOS B 0.5 3.3 0.94 0.83 47.3
5 T1 13 2.9 0.066 14.7 LOS B 0.5 3.3 0.94 0.83 48.3
6 R2 1 2.9 0.066 19.1 LOS B 0.5 3.3 0.94 0.83 48.1
6u U 1 2.9 0.066 21.0 LOS C 0.5 3.3 0.94 0.83 48.8
Approach 23 2.9 0.066 15.1 LOS B 0.5 3.3 0.94 0.83 47.9
North: Memorial Drive (North)
7 L2 7 2.9 0.412 15.1 LOS B 3.2 23.1 1.00 1.03 47.0
8 T1 136 2.9 0.412 15.2 LOS B 3.2 23.1 1.00 1.03 47.9
9 R2 17 2.9 0.412 19.7 LOS B 3.2 23.1 1.00 1.03 47.7
9u U 1 2.9 0.412 21.6 LOS C 3.2 23.1 1.00 1.03 48.4
Approach 161 2.9 0.412 15.7 LOS B 3.2 23.1 1.00 1.03 47.8
West: Doonella Street (West)
10 L2 19 2.9 0.817 8.0 LOS A 12.9 92.7 0.84 0.72 49.2
11 T1 27 2.9 0.817 8.1 LOS A 12.9 92.7 0.84 0.72 50.2
12 R2 949 2.9 0.817 12.6 LOS B 12.9 92.7 0.84 0.72 50.0
12u U 2 2.9 0.817 14.5 LOS B 12.9 92.7 0.84 0.72 50.7
Approach 997 2.9 0.817 12.4 LOS B 12.9 92.7 0.84 0.72 50.0
All Vehicles 2034 2.9 0.817 9.4 LOS A 12.9 92.7 0.61 0.64 51.5
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 64
MOVEMENT SUMMARY
Site: 1 [2016 PM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 680 1.5 0.648 4.7 LOS A 7.2 50.8 0.45 0.49 53.6
2 T1 209 1.5 0.648 4.8 LOS A 7.2 50.8 0.45 0.49 54.8
3 R2 15 1.5 0.648 9.2 LOS A 7.2 50.8 0.45 0.49 54.6
3u U 8 1.5 0.648 11.2 LOS B 7.2 50.8 0.45 0.49 55.5
Approach 912 1.5 0.648 4.9 LOS A 7.2 50.8 0.45 0.49 53.9
East: Doonella Street (East)
4 L2 21 1.5 0.096 8.0 LOS A 0.6 4.0 0.70 0.71 51.7
5 T1 42 1.5 0.096 8.1 LOS A 0.6 4.0 0.70 0.71 52.8
6 R2 3 1.5 0.096 12.5 LOS B 0.6 4.0 0.70 0.71 52.7
6u U 3 1.5 0.096 14.4 LOS B 0.6 4.0 0.70 0.71 53.5
Approach 69 1.5 0.096 8.5 LOS A 0.6 4.0 0.70 0.71 52.5
North: Memorial Drive (North)
7 L2 2 1.5 0.194 7.4 LOS A 1.2 8.4 0.69 0.73 51.8
8 T1 125 1.5 0.194 7.5 LOS A 1.2 8.4 0.69 0.73 52.9
9 R2 18 1.5 0.194 11.9 LOS B 1.2 8.4 0.69 0.73 52.7
9u U 6 1.5 0.194 13.9 LOS B 1.2 8.4 0.69 0.73 53.5
Approach 151 1.5 0.194 8.3 LOS A 1.2 8.4 0.69 0.73 52.8
West: Doonella Street (West)
10 L2 38 1.5 0.522 5.9 LOS A 4.1 29.0 0.61 0.70 50.5
11 T1 28 1.5 0.522 6.0 LOS A 4.1 29.0 0.61 0.70 51.5
12 R2 502 1.5 0.522 10.4 LOS B 4.1 29.0 0.61 0.70 51.4
12u U 5 1.5 0.522 12.4 LOS B 4.1 29.0 0.61 0.70 52.1
Approach 573 1.5 0.522 9.9 LOS A 4.1 29.0 0.61 0.70 51.3
All Vehicles 1705 1.5 0.648 7.0 LOS A 7.2 50.8 0.54 0.59 52.8
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 65
MOVEMENT SUMMARY
Site: 1 [2018 PM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 694 1.5 0.661 4.7 LOS A 7.5 53.2 0.46 0.49 53.6
2 T1 213 1.5 0.661 4.8 LOS A 7.5 53.2 0.46 0.49 54.7
3 R2 15 1.5 0.661 9.3 LOS A 7.5 53.2 0.46 0.49 54.6
3u U 8 1.5 0.661 11.2 LOS B 7.5 53.2 0.46 0.49 55.4
Approach 930 1.5 0.661 4.9 LOS A 7.5 53.2 0.46 0.49 53.9
East: Doonella Street (East)
4 L2 21 1.5 0.099 8.1 LOS A 0.6 4.1 0.71 0.72 51.6
5 T1 43 1.5 0.099 8.2 LOS A 0.6 4.1 0.71 0.72 52.7
6 R2 3 1.5 0.099 12.6 LOS B 0.6 4.1 0.71 0.72 52.6
6u U 3 1.5 0.099 14.6 LOS B 0.6 4.1 0.71 0.72 53.4
Approach 70 1.5 0.099 8.6 LOS A 0.6 4.1 0.71 0.72 52.4
North: Memorial Drive (North)
7 L2 2 1.5 0.201 7.5 LOS A 1.2 8.8 0.70 0.74 51.7
8 T1 128 1.5 0.201 7.6 LOS A 1.2 8.8 0.70 0.74 52.8
9 R2 18 1.5 0.201 12.0 LOS B 1.2 8.8 0.70 0.74 52.7
9u U 6 1.5 0.201 14.0 LOS B 1.2 8.8 0.70 0.74 53.5
Approach 154 1.5 0.201 8.4 LOS A 1.2 8.8 0.70 0.74 52.8
West: Doonella Street (West)
10 L2 39 1.5 0.535 6.0 LOS A 4.3 30.2 0.63 0.71 50.4
11 T1 29 1.5 0.535 6.1 LOS A 4.3 30.2 0.63 0.71 51.5
12 R2 512 1.5 0.535 10.5 LOS B 4.3 30.2 0.63 0.71 51.3
12u U 5 1.5 0.535 12.4 LOS B 4.3 30.2 0.63 0.71 52.1
Approach 585 1.5 0.535 10.0 LOS A 4.3 30.2 0.63 0.71 51.3
All Vehicles 1739 1.5 0.661 7.1 LOS A 7.5 53.2 0.55 0.60 52.8
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 66
MOVEMENT SUMMARY
Site: 1 [2028 PM BG]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 762 1.5 0.733 5.0 LOS A 9.7 68.4 0.56 0.51 53.2
2 T1 234 1.5 0.733 5.1 LOS A 9.7 68.4 0.56 0.51 54.4
3 R2 17 1.5 0.733 9.5 LOS A 9.7 68.4 0.56 0.51 54.2
3u U 9 1.5 0.733 11.4 LOS B 9.7 68.4 0.56 0.51 55.1
Approach 1022 1.5 0.733 5.1 LOS A 9.7 68.4 0.56 0.51 53.5
East: Doonella Street (East)
4 L2 24 1.5 0.119 8.8 LOS A 0.7 5.2 0.76 0.76 51.2
5 T1 47 1.5 0.119 8.9 LOS A 0.7 5.2 0.76 0.76 52.3
6 R2 3 1.5 0.119 13.3 LOS B 0.7 5.2 0.76 0.76 52.1
6u U 3 1.5 0.119 15.3 LOS B 0.7 5.2 0.76 0.76 52.9
Approach 77 1.5 0.119 9.3 LOS A 0.7 5.2 0.76 0.76 51.9
North: Memorial Drive (North)
7 L2 2 1.5 0.238 8.1 LOS A 1.5 10.9 0.76 0.78 51.5
8 T1 140 1.5 0.238 8.2 LOS A 1.5 10.9 0.76 0.78 52.5
9 R2 20 1.5 0.238 12.6 LOS B 1.5 10.9 0.76 0.78 52.4
9u U 7 1.5 0.238 14.5 LOS B 1.5 10.9 0.76 0.78 53.2
Approach 169 1.5 0.238 8.9 LOS A 1.5 10.9 0.76 0.78 52.5
West: Doonella Street (West)
10 L2 43 1.5 0.604 6.7 LOS A 5.5 39.3 0.71 0.75 50.2
11 T1 31 1.5 0.604 6.8 LOS A 5.5 39.3 0.71 0.75 51.2
12 R2 562 1.5 0.604 11.2 LOS B 5.5 39.3 0.71 0.75 51.1
12u U 6 1.5 0.604 13.1 LOS B 5.5 39.3 0.71 0.75 51.8
Approach 642 1.5 0.604 10.7 LOS B 5.5 39.3 0.71 0.75 51.0
All Vehicles 1910 1.5 0.733 7.5 LOS A 9.7 68.4 0.64 0.62 52.5
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 67
MOVEMENT SUMMARY
Site: 1 [2018 PM BG + DEV]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 694 1.5 0.671 4.8 LOS A 7.7 54.7 0.49 0.50 53.5
2 T1 215 1.5 0.671 4.9 LOS A 7.7 54.7 0.49 0.50 54.7
3 R2 19 1.5 0.671 9.3 LOS A 7.7 54.7 0.49 0.50 54.5
3u U 8 1.5 0.671 11.3 LOS B 7.7 54.7 0.49 0.50 55.3
Approach 936 1.5 0.671 5.0 LOS A 7.7 54.7 0.49 0.50 53.8
East: Doonella Street (East)
4 L2 24 1.5 0.108 8.2 LOS A 0.6 4.6 0.71 0.73 51.6
5 T1 46 1.5 0.108 8.2 LOS A 0.6 4.6 0.71 0.73 52.7
6 R2 3 1.5 0.108 12.7 LOS B 0.6 4.6 0.71 0.73 52.6
6u U 3 1.5 0.108 14.6 LOS B 0.6 4.6 0.71 0.73 53.4
Approach 76 1.5 0.108 8.6 LOS A 0.6 4.6 0.71 0.73 52.4
North: Memorial Drive (North)
7 L2 2 1.5 0.207 7.6 LOS A 1.3 9.1 0.71 0.74 51.7
8 T1 129 1.5 0.207 7.7 LOS A 1.3 9.1 0.71 0.74 52.8
9 R2 20 1.5 0.207 12.1 LOS B 1.3 9.1 0.71 0.74 52.6
9u U 6 1.5 0.207 14.0 LOS B 1.3 9.1 0.71 0.74 53.4
Approach 157 1.5 0.207 8.5 LOS A 1.3 9.1 0.71 0.74 52.8
West: Doonella Street (West)
10 L2 40 1.5 0.542 6.0 LOS A 4.4 30.9 0.64 0.71 50.4
11 T1 31 1.5 0.542 6.1 LOS A 4.4 30.9 0.64 0.71 51.5
12 R2 512 1.5 0.542 10.6 LOS B 4.4 30.9 0.64 0.71 51.3
12u U 5 1.5 0.542 12.5 LOS B 4.4 30.9 0.64 0.71 52.1
Approach 588 1.5 0.542 10.0 LOS B 4.4 30.9 0.64 0.71 51.3
All Vehicles 1757 1.5 0.671 7.1 LOS A 7.7 54.7 0.57 0.60 52.7
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Page 68
MOVEMENT SUMMARY
Site: 1 [2028 PM BG + DEV]
Intersection of Memorial Dive & Doonella Street
Roundabout
Movement Performance - Vehicles
Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average
ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed
veh/h % v/c sec veh m per veh km/h
South: Memorial Drive (South)
1 L2 762 1.5 0.743 5.1 LOS A 9.9 70.4 0.59 0.51 53.1
2 T1 236 1.5 0.743 5.2 LOS A 9.9 70.4 0.59 0.51 54.3
3 R2 21 1.5 0.743 9.6 LOS A 9.9 70.4 0.59 0.51 54.1
3u U 9 1.5 0.743 11.5 LOS B 9.9 70.4 0.59 0.51 55.0
Approach 1028 1.5 0.743 5.2 LOS A 9.9 70.4 0.59 0.51 53.4
East: Doonella Street (East)
4 L2 26 1.5 0.128 8.8 LOS A 0.8 5.6 0.77 0.77 51.2
5 T1 50 1.5 0.128 8.9 LOS A 0.8 5.6 0.77 0.77 52.2
6 R2 3 1.5 0.128 13.4 LOS B 0.8 5.6 0.77 0.77 52.1
6u U 3 1.5 0.128 15.3 LOS B 0.8 5.6 0.77 0.77 52.9
Approach 82 1.5 0.128 9.3 LOS A 0.8 5.6 0.77 0.77 51.9
North: Memorial Drive (North)
7 L2 2 1.5 0.245 8.1 LOS A 1.6 11.3 0.76 0.79 51.4
8 T1 141 1.5 0.245 8.2 LOS A 1.6 11.3 0.76 0.79 52.5
9 R2 22 1.5 0.245 12.7 LOS B 1.6 11.3 0.76 0.79 52.3
9u U 7 1.5 0.245 14.6 LOS B 1.6 11.3 0.76 0.79 53.1
Approach 172 1.5 0.245 9.1 LOS A 1.6 11.3 0.76 0.79 52.5
West: Doonella Street (West)
10 L2 44 1.5 0.613 6.9 LOS A 5.8 41.1 0.73 0.76 50.2
11 T1 34 1.5 0.613 7.0 LOS A 5.8 41.1 0.73 0.76 51.2
12 R2 562 1.5 0.613 11.4 LOS B 5.8 41.1 0.73 0.76 51.0
12u U 6 1.5 0.613 13.3 LOS B 5.8 41.1 0.73 0.76 51.8
Approach 646 1.5 0.613 10.9 LOS B 5.8 41.1 0.73 0.76 51.0
All Vehicles 1928 1.5 0.743 7.6 LOS A 9.9 70.4 0.66 0.63 52.4
Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab).
Roundabout LOS Method: SIDRA Roundabout LOS.
Vehicle movement LOS values are based on average delay per movement.
Intersection and Approach LOS values are based on average delay for all vehicle movements.
Roundabout Capacity Model: SIDRA Standard.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.