07/2398 - Traffic report · 132007.2398

Section 2

 

 

 

Cooroy Retirement Community |
19 Trading Post Road, Cooroy |

Traffic Impact Assessment
4 December 2007

 

 

McCormickRankinCagney

Paks] Selacen yy
McCormickRankinCagney
RUMMAGE TORS AeTar

 

 

 

 

 

 

 

Section 3

 

 

Document Information:

 

Client RSL Care - Corporate Services

 

Job Number 3427

 

 

Title Cooroy Retirement Community, 19 Trading Post Road - Traffic Impact
Assessment
Status Final

 

Prepared by McCormick Rankin Cagney Pty Ltd
Brisbane Queensland

 

Date 4” December 2007

 

 

 

 

Quality Assurance Register

 

Issue | Description Prepared Authorised

 

 

 

By Date By Date
A Draft AS 5/9/07
1 Final . WS/FL | 4/12/07 | GR 4/12/07

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

This document and information contained herein is the intelectual property of McCormick Rankin Cagney Pty Ltd (MRC)
and is solely for the use of MRC’s contracted client. This document may not be used, copied or reproduced in whole or
part for any purpose other than that for which it was supplied, without the written consent of MRC. MRC accepts no
responsibility to any third party who may use or rely upon this document,

 

3427-001(1)-Final doc: 04/1207

 

 

Section 4

 

 

Table of Contents

1. — Introduction
2. — Existing Conditions.
2.1 Subject Site
2.2 Existing Road Network
2.3 Existing Traffic Volumes

 

   
 
  
 

3. Proposed De@VeElopMent .....c..ccccscecsteesesseesesceseeerscsssescssessscsssseececscseeceesecsssueasevesarsesevacsseaea 7
B.A Description. eee nenecseneeenevensisesneand i senerereoresaasssensisseseeeseesetesenenes 7
3.2 Development ACCESS ooo. ccc recneneeensnsesnenentarenesreesensestaasussenensasseseseeescecasanas 7
BB Car Parking... ccc ccceenssecssesenecseesreeserscaeseaeeessecseaeacesteesenenenssssaceesescetesesvevarateena 7
3.4 Servicing and MaMmO@UVvring oo... csceneceseeneseccnsececeeseseseeeecensssesesessssateeteseacevensees 7
B.5 Trip Generation ose scssensnseseerceresstseseanecnsneassesssaesensnereracessessseescsssasseeessasevecesseee 8

3.6 Trip Distribution...
4. Future Conditions..
4.1 2009 Base Traffic Operations
4.2 2019 Base Traffic Operations...

 

 
 
  

5. — Impact of Generated Traffic on External Road Network.....cccccsecccssssesecesssesescsseeeseras 15
5.1 Stage 1 Development (2OOQ) ss sescecsecccsceesecnseetecsceeeeeteteessetensesrerseteeressansteeseecee 15

5.1.1 Elm Street / Diamond Street... cc eeeececeseecseresenececseseseserseaesesseeceseeneees 16

5.1.2 Elm Street / Pearsons R08... ceccsecesesessnersesesetececsssenessescasaesetsssesseseeres 16

5.1.3 Pearsons Road / Trading Post ROQd cc cceccccsscscssesetseeesseseeseceesesnsatensaes 18

5.2 Stage 2 Development (2019)... ccccseensecssseseetetsessecsesssesesststecseeesteeessees 18

5.2.1 Elm Street / Diamond Street
§.2.2 Elm Street / Pearsons Road Intersection
§.2.3 Pearsons Road / Trading Post Road..
5.3 Other Site Accass Considerations

 

  

 

"6. COMCIUSIONS 20. ec ce eeceneneasatseaesesessesssssnsvessnssssesesesceeavevsisesssassssssetescseecereasassessies 22

Appendix A
, Drawing No.0588_TP_04 Proposed Development Layout Plan
Figure 13.58 Basic Right Turn Treatment (BAR) on a Two Lane Rural Road
Figure A1 Locality Plan
Figure A2 Proposed Functional Layout of Elm Street / Pearsons Road Intersection

Appendix B
Figure B1 Existing 2007 AM Peak Traffic Volumes

 

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Section 5

 

 

Figure B2 Existing 2007 PM Peak Traffic Volumes

Figure B3_ Base Case 2009 AM Peak Traffic Volumes

Figure B4 Base Case 2009 PM Peak Traffic Volumes
Figure BS Base Case 2019 AM Peak Traffic Volumes

Figure B6 Base Case 2019 PM Peak Traffic Volumes
Figure B7 2009 AM Peak Traffic Generation Traffic Volumes
Figure BB 2009 PM Peak Traffic Generation Traffic Volumes
Figure B8 Horizon Year 2019 AM Peak Traffic Volumes
Figure B10 Site Traffic 2019 PM Peak Traffic Volumes

Figure B11 Design 2009 AM Peak Traffic Volumes

Figure B12 Design 2009 PM Peak Traffic Volumes

Figure B13 Design 2019 AM Peak Traffic Volumes

Figure B14 Design 2019 PM Peak Traffic Volumes

Appendix C

SIDRAS.2 ‘Movement Summary’ Output Data

2009 Base AM - Elm at Diamond

2009 Base PM - Elm at Diamond

2009 Base AM - Elm at Pearsons

2009 Base PM - Elm at Pearsons

2019 Base AM - Elm at Diamond

2019 Base PM - Elm at Diamond

Signalised 2019 Base AM - Elm at Diamond (with phasing)
Signalised 2019 Base PM - Elm at Diamond (with phasing)
2019 Base AM - Elm at Pearsons

2019 Base PM - Elm at Pearsons

20089 Design AM - Elm at Diamond

2009 Design PM - Elm at Diamond

2009 Design AM - Elm at Pearsons

2009 Design PM - Elm at Pearsons

Signalised 2019 Design AM - Elm at Diamond (with phasing)
Signalised 2019 Design PM - Elm at Diamond (with phasing)
2019 AM Design - Elm at Pearsons

2019 PM Design - Elm at Pearsons

€eeée &€ é&€ t€ €é€ £€ eb € e€ ek Kk eee

Appendix D
Traffic Survey Data

 

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Section 6

 

 

 

 

1. Introduction

This report addresses the traffic implications associated with the development of a proposed
retirement community to be located on the vacant site bounded by Elm Street, Lamonts Street
and Pearsons Road within the Parish of Cooroy, in the shire of Noosa. The location of the site is
illustrated on Figure. Ai, Appendix A. This report has been undertaken to form part of
applications to Noosa Shire Council in relation to the subject site. The application will be referred
to the Department of Main Roads as a Concurrence Agency.

An illustration of the layout of the full development of the retirement community (which includes
Stage 1 and Stage 2) is provided on Drawing No, 0588_TP_04 from Smith and Tracey
Architects, refer Appendix A.

The first stage of the development will implement a 120-unit Aged Care Facility, a 20-unit
apartment building, a ‘community’ building, and 73 Independent Living Units (ILU's). This is
anticipated to be completed by 2009. A second stage would see an additional 18-unit
apartment building, and 45 additional ILU's. The second stage of development is expected to
be completed prior to 2019.

The existing traffic conditions were identified and the potential impacts of the traffic associated
with the proposal were assessed. In particular, the Elm Street / Pearsons Road intersection, the
Pearsons Road / Trading Post Road intersection, and the Elm Street / Diamond Street
intersection were assessed up to a design horizon year of 2019 without and with the traffic
associated with the development.

A summary of the conclusions is provided in Section 6.0 within this report.

 

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Section 7

 

 

2.Existing Conditions

2.1 Subject Site

The subject site is approximately 9.5 ha in area, described as Lot 1 on RP215922 on Trading
Post Road, Cooroy, Parish of Tewantin, Shire of Noosa.

The subject site is currently a vacant plot of land bounded by Elm Street to the west, Pearsons
Road to the south, and Lamonts Road to the north. The main access to the site is currently
proposed off from Trading Post Road, with a secondary access for the Aged Care Facility staff
and service vehicles off Lamonts Road.

The location of the site is shown on Figure Ai within Appendix A of this report.
2.2 Existing Road Network

The existing roadway network in the immediate vicinity of the subject site is comprised of two
Primary roads, named Elm Street (Cooroy Connection Road) and Diamond Street (Cooroy-
Noosa Road). Both Elm Street and Diamond Road are two-lane, two-way roadways. Elm
Street forms the western boundary of the subject site. Diamond Street intersects Elm Street
approximately 1km south of the subject site.

Figure 1 overleaf (and Figure A1 within Appendix A) illustrates the Cooroy Road network,
highlighting roadways under the jurisdiction of the Department of Main Roads (DMR). This
includes Elm Street (Road 145 under the DMR identification system), and Diamond Street (Road
142 under the DMR identification system).

 

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Section 8

 

 

 

 

 

4 SUBJECT SITE

| Mile SS QS 4 .

 

 

 

 

 

 

 

Source: Department of Main Roads Traffic Census website, July 2007
Figure 1: Main Roads Road Network — Cooroy

The subject site itself is to be served directly by Trading Post Road. Trading Post Road is largely
unsealed with a width of approximately 7.0m and open drainage, as illustrated in Photo 1 below.
The roadway is, however, sealed at the intersection with Pearsons Road. No traffic control is
provided at the Pearson Road / Trading Post Road intersection, as illustrated in Photo 2,
however being the minor leg of a T-intersection, Trading Post Road traffic must give way to
traffic travelling along Pearsons Road.

 

 

 

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Section 9

 

 

 

 

 

Photo 2: Trading Post Road, looking south towards Pearsons Road.

Pearsons Road connects Trading Post Road with Elm Street. Pearsons Road is a two-lane
roadway serving predominantly residential development. The roadway is approximately 6m wide
between Elm Street and Trading Post Road. The roadway intersects Elm Street at the south-
western comer of the subject site. Pearsons Road has a give-way control at the intersection.
The configuration of the T-intersection is illustrated in Photo 3 below. At the intersection, Elm
Street has a speed limit of 6OknVh. North of the intersection, however, the speed limit increases
to 80km/h, then 100knVh further to the north.

 

  

Photo 3: Pearsons Road looking west at Elm Street.

 

Site investigations identified no significant visibility issues for vehicles exiting Pearsons Road onto
Elm Street.

 
 

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Section 10

 

 

Lamonts Rd forms a T-intersection with Elm Street to the north-west of the subject site. It is
currently an unsealed road, which carries a minimal volume of traffic. Access to the proposed
staff car park for the Aged Care Facility is proposed off the southern side of Lamonts Rd.

Diamond Street connects with Elm Street and the access to the Cooroy Railway station. The
intersection is approximately 1.25km south of the intersection of Elm Street / Pearsons Road.
Diamond Street has a stop control at the intersection. The configuration of the intersection is
illustrated in Photo 4 below.

At the intersection, Diamond Street is a two-lane, two-way road. The approach to Elm Street
has one right-turn lane and a left-turn slip lane for motorists existing to Elm Street, southbound.

 

 

 

 

   

Photo 4: Diamond Streat looking at Elm Street
2.3 Existing Traffic Volumes

Manual traffic surveys were undertaken by Australasian Traffic Surveys on the 20" of June, 2007
in order to provide a basis for the assessment of future traffic operations. The intersections
surveyed were as follows:

e Elm Street at Pearsons Road;
e lm Street at Diamond Street; and
e Pearsons Road at Trading Post Road.

These surveys documented traffic volumes segregated by turning movement at the above noted
intersections in 15-minute intervals during both the AM and PM road peak periods (7:00am-
9:30am and 3:30pm-6:00pm).

To supplement the survey data, historical 24-hour count data for Elm Street north of Pearsons
Road was obtained from the DMR for the 2000-2006 period. The full results of these surveys

 
   

 

 

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Section 11

 

 

are included in Appendix D. The 2007 traffic volumes are summarised on Figure B1, Appendix
B.

The survey results determined that the AM peak period for the external road network occurred
between 8:00am and 9:00am, and the PM peak period for the external road network occurred
between 4:45pm and 5:45pm. Traffic volumes surveyed during these peak hour periods were
incorporated into the analysis of existing and future conditions to estimate the traffic-related
impacts of the proposed development on the external road network. :

Discussions with DMR staff have indicated that growth rates on Elm Street, based on the
previous 5-year survey data at multiple sites along Elm Street (Cooroy Connection Road), have
been in the order of 3% per annum. This figure represents the growth assumed by DMR for
their road maintenance operations.

 

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Section 12

 

 

3.Proposed Development

3.1 Description

The proposed development is to be a residential retirement community. The subject site is
approximately 9.5 ha in area, described as Lot 1 on RP215922 on Trading Post Road, Cooroy.

The ultimate RSL Care Cooroy Retirement Village development will comprise the following:

120-bed residential care facility;

38 2-bed apartments;

118 residential lots; and

Amenities (pool, multi-purpose ‘community’ building).

~eeee

An illustration of the proposed iayout of the development is provided on drawing number:
0588_TP_04 in Appendix A.

3.2 Development Access

The subject development is proposed to provide two accesses. The main access to the site is
proposed off Trading Post Road, with a secondary access for staff of the Aged Care Facility and
service vehicles proposed off Lamonts Road.

The main access to the development is to be from Trading Post Road, via Pearsons Road. The
access will be directly from the northem end of the roadway, approximately 190m from the
Trading Post Road / Pearsons Road intersection. This access is proposed to accommodate all
residential traffic into and out of the development.

In addition, the plan proposes an additional staff and service access from Lamonts Road.

Activity at this access is expected to be minimal. For the purposes of the traffic assessment, it
was assumed that 100% of the traffic accessing the site would do so via Pearsons Road.

3.3 Car Parking

Parking provisions for the proposed development are to be provided in accordance with the
requirements set-out in Council's town planning scheme.

3.4 Servicing and Manoeuvring

Internal vehicle circulation will be assessed separately by others, and was therefore has not
included in this report.

 

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Section 13

 

 

3.5 Trip Generation

The trip generation exercise was split into the two phases of the proposed development. Given
the staged implementation of the development, and the uncertainty in completion of the second
stage of development (i.e. some time prior to 2019), the trip generation was estimated for both
the initial stage (referred to as Stage 1) and the ultimate development (referred to as Stage 2).
While Stage 1 has been assumed to be completed and operational by 2009, the completion of
Stage 2 is planned to be operational before 2019. For this, analysis up to a horizon year of 2019
was undertaken.

Recognising the likely mix of trip generation rates and directional split of traffic generated by the
various types of residential developments within the retirement community, each residential type
was assessed separately, and the resulting sub-totals were summed to estimate a total
development trip generation.

Trip generation rates were based on the NSW Roads and Traffic Authority (RTA)'document.
This data was supplemented with figures from the Institute of Transportation (ITE) Engineers Trip
Generation Manual (7* Edition). The directional distribution split data was taken directly from the
ITE Trip Generation Manual.

The following table summarises the results of the Stage 1 trip generation analysis.

Table 1: Stage 1 Trip Generation by Type

 

 

 

 

 

 

Type Number of Units/Beds Peak Hour Trips Tota! Trips In/Out Spiit*
per Unit AM (PM) AM (PM)
AM (PM)
Residential Cara 120 ~ 0.2 (0.2) “24 (24) 73%/27% (52%/48%)
Facility
Apartments. 20 0.29 66) 45%/55% (61%/39%)
Residential Lots 73 0.29 (0.53) 21(39) = 38% /E2% (61%/39%)
‘Total 213 Wa “61 (69) 51%/49%
{59%/41%)

 

 

“per ITE Trip Generation Manual - Senior Adult Housing

The following table summarises the results of the ultimate (i.e. Stage 1 + Stage 2) development
trip generation exercise.

' "Guidelines to Traffic Generating Developments”, RTA, Issue 2.2 October 2002.

 

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Section 14

 

 

 

Table 2: Ultimate Trip Generation by Type

 

 

 

 

 

 

Type Number of Peak Hour Total Trips In/Out Split*
Units/Beds Trips per Unit AM (PM) AM (PM)
AM (PM)

Residential Care 120 0.2 (0.2) 24 (24) 73%/27%
Facility (52%/48%)

Apartments 38 0.29 11 (11) 45%/55%
(61%/39%)

Residential Lots 118 0.27 (0.47) 32 (55) 38%/62%
(61%/39%)

Total 276 ta 67 (90) 51%/49%
_ (59%6/41%)

 

 

“per ITE Trip Generation Manual — Senior ‘Adutt Housing

3.6 Trip Distribution

As discussed in Section 3.2, the proposed site layout is to provide two accesses: a main access
for residents from the end of Trading Post Road; and a second staff/service access from
Lamonts Road to the north. For the purposes of this analysis, however, it was conservatively
assumed that 100% of the daily generated traffic would access the site via the Trading Post
Road. This approach would provide a conservative estimate of the impacts of the development
on Trading Post Road. However, the volume of traffic that would access the site was assumed
to be minimal and would not significantly affect the traffic operations or the results of the
analysis.

It was assumed that 100% of the traffic would be destined to Elm Street via Pearsons Road as
there would appear to be no relevant destinations on Pearsons Road east of the proposed
development. At the intersection of Pearsons Road and Elm Street, both inbound and outbound
traffic was assumed to be distributed according to the directional split of existing traffic at the
intersection. -

The assigned generated traffic in 2009 (stage 1) and 2019 (ultimate) are illustrated on Figures B7
to B10.

  

www.mrcagney.com consultants in ttansportation.

 

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Section 15

 

 

4 Future Conditions

As discussed in Section 1.0 of this report, for the purposes of the following traffic analysis, the
“Base Year” for assessing of the impact of the proposed development was 2009 as this
represents the likely completion date of the first stage of the Retirement Village development.
The planning horizon, therefore, was 2019.

The critical intersections during the base scenarios in the vicinity of the site are considered to be:

« Elm Street at Pearsons Road; and
e¢ Elm Street at Diamond Street.

Only the above intersections have been analysed for the base scenarios as it surveys established
that the traffic currently using Trading Post Rd was negligible.

4.1 2009 Base Traffic Operations

Estimating the likely growth rate for the background traffic over the next 2 years took into
account historical growth rates from traffic surveys on Elm Street conducted by the Queensland
Department of Main Roads (DMR). DMR staff indicated that a traffic growth of approximately
3% (compound) per annum would be appropriate for Elm Street, as discussed in Section 2.3.
This is in contrast to the Shire’s population, which is recorded to have grown by only 2.3%? over
the 2000-2005 period. Interestingly, over the 2005-2006 period, the population has stabilised
within Noosa Shire, growing by less than 1% while the traffic volumes have continued to grow
significantly, indicating that the traffic growth could be the result of growth in pass-through and
tourist traffic.

Adopting DMR’s recommended growth rate of 3% p.a. (compound), the base traffic volumes in
2009 during the AM and PM peak periods have been determined and are illustrated on Figures
B3 and B4 within Appendix B herein.

The following table summarises the results of a traffic operational assessment for the three key
intersections that could potentially be affected by the proposed development for the 2009 base
year. The assessment of these intersections was undertaken utilising SIDRA3.2. The base 2009
Intersection Movement Summary output data sheets are provided in Appendix C.

SIDRA generated configurations of the existing intersections are shown as Figures 2 and 3
overleaf.

 

? Noosa Shire Financial Sustainability Review, Section 4, December 2006

 

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Section 16

 

 

11

Elm N

 

 

 

Diamond E

 

 

 

Elms

Figure 2: Existing Diamond St / Elm St Intersection

EimN

 

 

 

Pearsons

 

 

Elm S

Figure 3: Existing Eim St / Pearsons Rd Intersection

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Section 17

 

Table 3: 2009 Base Case Traffic SIDRA Analyses

 

 

 

 

 

 

 

 

rat eter Highest | Highest 95th | honest Level Of
Intersection Intersection 9 Degree of %ile back of Delay Service
Saturation Queue (m L.O.S)
(vph) * | too) | +S)
AM Peak Hour (8:00 - 9:00)
Eim Street /
. 4,
Diamond Street 1,776 0.54 33 34.2 D
Elm Street /
Pearsons Road 839 0.29 14 11.8 B
PM Peak Hour (15:45 — 16:45)
Elm Street / ,
Diamond Street 1.644 oat 2 27.8 D
Elm Street / 835 0.23 16 0.23 B
Pearsons Road

 

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (X,) for unsignalised intersections is 0.80.
Acceptable Level of Service — LOS 'C’

According to Table 3, the Elm Street / Diamond Street intersection and the Elm Street /
Pearsons Road intersection would operate within acceptable limits during the base year of 2009.

4.2 2019 Base Traffic Operations

Population growth in the Shire is expected to remain relatively stable over the next 10 years,
reaching the Shire Council's maximum population levels as per the Council's planning scheme in
FY2013. As such, a conservative growth rate of 3% (compound) per annum was maintained

throughout the planning period of 2009-2019.

Traffic volumes during the 2019 AM and PM peak are illustrated in Figures B5 and B6.

The following table summarises the results of a traffic operational assessment for the three key
intersections that could potentially be affected by the proposed development for the 2019

planning horizon year.

The base 2079 Intersection Movement Summary for the intersections is provided in Appendix C.

 

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Section 18

 

AM PEAK TRAFFIC GENERATIONS (2009)

Elm St

£lm St

‘Es

Elen St

—

gz H

Pearsons St

Diamond St

 

 

SUBJECT SITE

 

 

 

 

 

 

 

22)

 

 

 

 

 

 

frading Post Rd

oF

Pearsons St = [28]. Pearsons 5¢/ —— Pearsons St
cy P Trading Post Rd oS

 

3427 - Cooroy Ratiremens Community -
Trading Post Rd

 

FIGURE B7

 

 

 

 

 

 

Section 19

BASE CASE PM PEAK (2019)

GROWTHRATE= —_—- 3.00%

Elm St

€im st/
Pearsons St

¢

i

Elm st

|

Elm stf
Di St

 

 

SUBJECT SITE

 

 

 

 

Pearsons St PCa

 

 

ae,

 

 

 

 

[ass] 339]

|

Elm st

 

 

&

Le

 

Diamond St

J

CE Trading Post Rd

Pearsons St/
Trading Post Ad

4 SS Pearsons St

PM Units: Vehicles Per Hour
Peak Period : 4:45pm- 5:45am

 

3427 - Cooroy Retirement Community -
Trading Post Rd

 

FIGURE B6-

 

 

 

 

 

Section 20

 

BASE CASE AM PEAK (2019)

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

GROWTH RATE = 3.00%
SUBJECT SITE
a |.
&
g
2
3
om)
tmst/ a, Pearsons St =<? Pearsons St/ uw Pearsons St
a st 70) (__34l Trading Post Rd Cos
Casta}
a
z
[sasf ase}
AM Unit: Vehicles Par Hour
tmst/ 100, Diamond St Peak Parlod : 8:00am - 9:00am
os St
516)

 

3427 - Cooray Ratiremenr Commisnity - FIGURE BS

Trading Post Rd

 

 

 

 

 

 

 

Section 21

BASE CASE PM PEAK (2009)

Elm St

Elm St

 

GROWTHRATE= —_3.00%

 

 

 

 

 

 

 

 

 

 

 

 

[4 wy Pearsons St

 

Peak Perfod : 4:45pm - 5:45am

SUBJECT SITE
2
é
£
2
[se] a
Elm st/ Pearsons St me Pearsons St/
Pearsons St ‘Trading Post Rd
=. Bal
em st/ [i Diamond st
oO st —
360]
{_3ai[”_297]

Elm St

 

3427 - Cooray Retiremens Commentty -
‘Tracing Post Rd

 

FIGURE B4

 

 

 

 

 

Section 22

 

BASE CASE AM PEAK (2009)

Eim St

Elm St

GROWTH RATE =

3.00%

 

 

SUBJECT SITE

 

 

 

;

 

 

 

 

 

 

 

 

Elm St

 

 

 

28

 

Trading Post Rd

Pearsons St/ ay parsons St
Trading Post Rd

AM Units: Vehicles Per Hour
Peak Period : 8:00am - 9:00am

 

 

3427 - Cooroy Retlremens Community -
‘Trading Post Rd

 

FIGURE 63

 

 

 

 

 

 

Section 23

EXISTING PM PEAK (2007)

Elm St

2
J
g
ca

Pearsons St

Elm St

gz
2

2
=

 

 

SUBJECT SITE

 

 

 

 

 

107]

 

 

 

 

ig
>

Elm St

339]

 

J | |
(Sra

PM Units: Vehicles Per Hour
Diamond St Peak Period : 4:45pm - 5:45am

Pesrsons St 3a Pearsons St/ Fa Pearsons St
T>{L_24} Trading Post Rd Sr

 

3477 - Cooroy Retiremenr Community -
Trading Post Rd

 

FIGURE 82

 

 

 
   

wwwanrcagney.com constants in transportation

 

 

Section 24

EXISTING AM PEAK (2007)

Eim St

 

 

SUBJECT SITE

 

 

 

Pearsons St

 

 

Elm St

Etrn St

 

 

49)

 

 

 

70;

 

 

 

 

362

 

rading Post Rd

 

AM Units: Vehictes Per Hour
Peak Period : 8:00am - 9:00am

a su me Pearsons St
L_24 ‘Trading Post Rd L_33] <=>

 

3427 - Cooroy Retiremens Coramunity -
Trading Post RO

 

FIGURE B1

 

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Section 25

 

 

Figure B1
Figure B2
Figure B3
Figure B4
Figure BS
Figure B6
Figure B7
Figure B8
Figure B9
Figure B10
Figure B11
Figure B12
Figure B13
Figure B14

Appendix B

Existing 2007 AM Peak Traffic Volumes
Existing 2007 PM Peak Traffic Volumes
Base Case 2009 AM Peak Traffic Volumes

” Base Case 2009 PM Peak Traffic Volumes

Base Case 2019 AM Peak Traffic Volumes

Base Case 2019 PM Peak Traffic Volumes ,
2009 AM Peak Traffic Generation Traffic Volumes
2009 PM Peak Traffic Generation Traffic Volumes
Horizon Year 2019 AM Peak Traffic Volumes

Site Traffic 2019 PM Peak Traffic Volumes
Design 2009 AM Peak Traffic Volumes

Design 2009 PM Peak Traffic Volumes

Design 2019 AM Peak Traffic Volumes

Design 2019 PM Peak Traffic Volumes

 

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Section 26

TO SUBJECT
SITE

Full Size A3

30

40m
)

1500

 

oe

McCormickRankinCagney

 

THIS LAYOUT IS
INDICATIVE ONLY.
IT HAS NOT BEEN
THE SUBJECT OF
DETAILED DESIGN
OR SURVEY.

 

 

 

 

 

3427-02.0WG

PROPOSED FUNCTIONAL LAYOUT OF THE \,
£LM STREET/PEARSONS ROAD INTERSECTION

 

 

Thin SEPTEPEER 2007

COOROY RETIREMENT COMMUNITY | FiGuRE Az )

 

 

 

 

Section 27

 

 

 

 

 

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400 200 9 400 800 1200 1600mm 1:20
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LOCALITY PLAN )

 

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McCormickRankinCagney | | COOROY RETIREMENT COMMUNITY | eicupe At )

 

 

 

 

 

 

Section 28

 

 

Department of Main Roads
Road Planning and Design Manual

13.7.10 Right Turn Treatments -
Rural Conditions

There are two fundamental types of right
turn treatments for rural areas given in this
section:

e Type BAR _ shoulder
(minimum treatment);

widening

¢ Type CHR pavement widening with a
right turn bay. A subset of this type is
the CHR(S).

Chapter 13
intersections at Grade

Generally these treatments are applied to
two-lane two-way rural roads.

13.7.10.1 Basic Right Turn
Treatment (BAR) on a Two-
Lane Rural Road

This is the minimum treatment for right
turn movements from a through road to side
roads and local access points. It is detailed
in Figure 13.58.

‘¢ lt ts preferred that the widened shoukter is sealed, unless the shoulder can be
maintained with @ sound and everi surface.

A 100m s§

x 15.0m A

 

 

 

 

 

 

C= Onstraights  - 6.5m minimum

 

3

x

mr

I
W= Nominal through lane width (m) (including widening for curves). Width to be continuous through the
intersection.

 

- 7.0m minimum for Type | & Type 2 Road Trains

On curves

+ widths as above + curve widening (based on widening for the design turning vehicle plus

widening for the design through vehicle)

A= O5xVxF
3.6

Increase length A on tighter curves. Where the design through vehicle is larger than or equa! to a 19m semi-
trailer, the minimum speed used to calculate A is 80km/h.

V= Design speed of major road approach (km/h)

F= __ Formation/carriageway widening (m)

S= Storage length to cater for one design tuming vehicle (m) (minimum length 12.5m)

X= Distance based on design vehicle turning path, typically 10 - 15m

Figure 13.58 Basic Right Turn Treatment (BAR) on a Two Lane Rural Road

October 2006
13-95

 

 

Section 29

housing yield

2b+s8+29
2b+s+1g
2b + 19 (duplex)

total

smith+tracey architects

18
56
44

118

 

 

apartment building two |
ab 10
2b+s 8 |
total 18 |
(basement 18 cars + visitors}
exatng open Uh
stormmenier ually ”
ALOU
\
Q
\

 

community building

community bullding 550m
deck 100m?
Poot 16x5m

©1979 The copyright of this drawing Is vested solely and enttrely In Smith + Tracey Architects:

 

 

 

 

 

 

 

 

 

Om
cA ™
‘7
o
7
A etatt veoh 1,
exdsting apen -acoess from Lamonts Road y
stormwater guy, o
-
(4
an o
- me ‘7
+ 7
7 ay
a /
an i
Ce iQ
an i
‘K | i
« ! i
i
I i
{ !
a \ i epproximate tocation of ecfacent
| i extsiing reskdentiel bubdings,
I ,
= f
I bE i
I H
I Ph
fen
! =
#
i
i
ANY water a 2!
. ee < O
we residential aged care building
~~} Sy
for 120 bed
F yer . (75 car spaces + 12 caravan/boat)
“1 Ne
apartment building one
2b 12 ’
2b+s 8 (-
total 20 Lo.
{basement 20 cars + visitors} . \ /
ee
master plan

 

rsl care, cooroy
retirement village Ww

date. october 2007 deg. ro, OS88_TP_04

 

 

 

Beate: 1:1O00@A1, 12000@A3

Section 30

 

 

Appendix A

Drawing No.0588_TP_04 Proposed Development Layout Plan

Figure 13.58 Basic Right Turn Treatment (BAR) on a Two Lane Rural Road

Figure Ai Locality Plan

Figure A2 Proposed Functional Layout of Elm Street / Pearsons Road Intersection

 

3427-001(1)}-Final.doc: 04/1207

 

 

Section 31

 

 

23

6.9 Subject to adoption of the recommendations provided herein, there are no external
traffic engineering reasons to preclude the development of the proposed residential
retirement community at Trading Post Road in Cooroy.

 

3427-001(1)}Final.dec: 04/12/07

 

 

Section 32

 

 

 

6.Conclusions

6.1

6.2

6.3

6.4

6.5

66

67

68

 

It is proposed to develop a residential retirement community with the following:

120-bed residential! care facility;

N38 2-bed apartments;

4118 residential lots; and

Amenities (pool, multi-purpose building)

The subject site is to be located at Lot 1 on RP 215922 on Trading post Road, Cooroy,
Parish of Tewantin, Shire of Noosa.

The main access for the development is to be from Trading Post Road via Pearsons
Road, approximately190m from the Trading Post Road / Pearson’s Road intersection.
A secondary access for staff and service vehicles of the aged care facility is proposed
off the southern end of Lamonts Rd to the north-west of the subject site.

The peak hour traffic volumes estimated to be generated by the development would be
51vph during the AM peak and 69vph during PM peak for the initial stages and 67vph
during the AM peak and 90vph during the PM peak for the uttimate development.

According to the Department of Main Roads’ “Road Planning and Design Manual”,
Chapter 13, Figure 13.21, a right-tum lane is warranted at the Elm Street / Pearsons
Road intersection from Elm Street into Pearsons Road. A functional layout of the Elm
Street / Pearsons Road intersection, including the recommended right-turn bay, has
been included as Figure A2.

In relation to the proposed staff and servicing access for the proposed aged care facility,
the following is recommended:

* Upgrade the Lamonts Rd / Elm Street intersection to a BA standard in accordance
with the requirements of DMR’s “Road Planning and Design Manual” (extract
included within Appendix A of this report); and

* Provide a bitumen seal on Lamonts Rd between the proposed access and Elm
Street.

It was determined that the Elm Street / Pearsons Road (with a right-turn pocket) and
Pearsons Road / Trading Post Road intersections would operate well within acceptable
limits up to and beyond the design horizon year of 2019, with and without the
development.

The analyses indicated that the intersection of Elm Street / Diamond Street would
operate unsatisfactorily by 2019 without the traffic generated by the development and
would need to be upgraded to a signalised intersection by this time due to the growth of
background traffic.

3427-001{1)}-Final.doc: 04/12/07

 

 

Section 33

 

 

21

5.2.3 Pearsons Road / Trading Post Road

Section 4.4 Unsignalised Minor Road Intersections within Austroads Part 5 states:

‘it is unnecessary to flare intersection approaches or carry out an intersection analysis when the
combinations of major and minor road volumes are less than those in the Table’.

The table being referred to is Table 4.1 — Intersection Capacity - Uninterrupted Flow Conditions
which has been shown in Section 5.1.3 of this report. This table indicates that an assessment is
not required if the peak hourly traffic volumes of the two-way major road and two-way minor
road flows are less than those shown in the table.

As illustrated on Figures B13 and B14 within Appendix B of this report, the 2009 future design
traffic volumes at the Pearsons Road / Trading Post Rd intersection are expected to be below
the combinations shown in Table 4.1 of Austroads Part 5. Therefore, intersection capacity
analysis at this intersection is not required.

Therefore, the introduction of the traffic generated by the proposed development will have
minimal impacts on the capacity or operations of the intersection of Pearsons Road and Trading
Post Road following implementation of the ultimate development in 2019.

5,3 Other Site Access Considerations

At the northern end of the site, the site layout indicates a separate access for staff and service
vehicles off Lamonts Rd, approximately 40m east of Elm Street. Lamonts Rd is currently an
unsealed road that forms an intersection with Elm Street. While this access will likely experience
minimal turning volumes, at this point Elm Street has a speed limit of 8OknVh, with an increase to
100 krvh immediately north of the proposed access, it is recommended that the following works
be undertaken:

Upgrading the Lamonts Rd / Elm Street intersection to a BA standard in
accordance with the requirements of DMR's “Road Planning and Design Manual”
(extract included within Appendix A of this report); and

Providing a bitumen seal on Lamonts Rd between the proposed access and Elm
Street.

Further consideration should be given to reducing the speed limit along Elm Street to reflect the
emerging community development that is occurring in the area.

  

wwwumnrcagney.com consultants in transportation

 

3427-001(1)-Final.doc: 04/12/07

 

Section 34

 

 

 

 

The analysis indicates that, provided the intersection is signalised (by others), the Elm Street /
Diamond Street intersection will function at a satisfactory degree of saturation into and beyond
the planning horizon year of 2019 with the combined base traffic volumes and those of the
ultimate development proposal.

It should be noted that the traffic generated by the proposal appears to have a minimal impact
on the operation of the intersection, as it only results in an increase in the maximum degree of
saturation of 0.02 for the critical movement over the base case for the 2019 scenario. This is a
reflection that the development represents less than 5% of the traffic through the intersection.
Therefore, no works are required at this intersection as a consequence of the development.

5.2.2 Elm Street / Pearsons Road Intersection
The results of the traffic analysis for the 2019 scenario including both base traffic and traffic

generated by the proposed development are presented in Table 9. The intersection Movement
Summary data (from SIDRA3.2) are provided in Appendix C.

Table 9: 2019 Design Intersection Analysis — Elm Street / Pearsons Road Intersection (with
Right Tum Lane from Elm Street)

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Movement Volume Degree of Delay (s) 95” %ile Queue
Saturation 0) _{m)
AM Peak Hour
Elm Street South (1) 279 0.15 0 0
Elm Street South (R) 71 0.08 11.7 3
Pearsons Road East (L) 101 0.19 13.9 6
_Pearsons Road East (R) | 4 0.19 14.0 6
Elm Street North (L) 6 0.39 B82 0
Elm Street North (T) 734— 0.39 _O 0
PM Peak Hour
Elm Street South (1) 515 0.27 0 0
Elm Street South (R) |. 90 0.09 10.6 3
Pearsons Road East (L) 56 0.12 ; 13.6 4
Pearsons Road East (R) 12 0.12 13.5 4
Elm Street North (L) 6 0.29 8.2 0
Elm Street North (T) §33 0.29 0 0

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (X,) for unsignalised intersections is 0.80.

The analysis indicates that introduction of the traffic generated by the proposed development will
have minimal impacts on the capacity or operations of the intersection of Elm Street and
Pearsons Road following implementation of the ultimate development by 2019, provided the
recommended intersection improvements are undertaken (i.e. construction of a right-turn bay
from Elm Street into Pearsons Road as shown on Figure A2 within Appendix A of this report).

 

3427-001(1}-Finat.doc: 04/12/07

 

 

Section 35

 

 

19

 

 

 

 

 

Type Number of Units/Beds
Residential Care Facility 120
Apartments 38
Residential Lots 118
Total 276

 

The traffic generation analysis discussed in Section 3.5 indicates that this residential unit
composition will likely generate traffic in the order of 67 trips in the AM peak period, and 90 trips
in the PM peak period.

These traffic volumes were applied to the base traffic volumes forecast for 2019 to assess the
potential long term impacts of the proposed development on the external road network, The
traffic analysis software package SIDRA 3.2 was applied to provide an indication of the potential
impacts. The results of the assessment are presented in the Sections 5.2.1 through 5.2.3.

The details of the trip generation calculations for Stage 2 are presented in Appendix A.

5.2.1 Elm Street / Diamond Street

It should be noted that, as discussed in Section 4.2, the intersection of Elm Street / Diamond
Street would operate outside of acceptable levels by the base year of 2019. Therefore, the 2019
design assessment has assumed that the Elm Street / Diamond Street intersection would be
signalised due to growth of background traffic. The results of the traffic analysis for the 2019
scenario including both base traffic and traffic generated by the proposed development are
presented in table 8. The intersection Movement Summary data (from SIDRA3.2) are provided in
Appendix C.

Table 8: 2019 Design Analysis - Elm Street / Diamond Street Signalised Option

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Movement | Volume Degree of Delay (s) 95" %ile Queue
Saturation (} | (m)
AM Peak Hour
‘Elm Street South (1) 444 | 0.33 45 | 64
Elm Street South (R) 309 0.75 ; 427 | 106
Diamond Street (L) 516 0.63 18.3 108
Diamond Street (R) 106 0.45 49.1 45
Elm Street North (L) 367 0.46 13.4 54
Elm Street North (1) 708 0.74 18.6 181
PM Peak Hour
Elm Street South (1) 495 0.39 6.3 73
Elm Streat South (R) 399 0.67 30.9 100
Diamond Street (L) 483 0.46 13,2 70
Diamond Street (R) 165 0.63 45.1 61
Elm Street North (L) 272 0.39 16.4 48
Elm Street North (1) 478 0.68 22.9 125

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (X,) for signalised intersections is 0.95.

    

www.mreagney.com consultants in transpai

3427-001 (1 Hinal.doc: 04/12/07

 

 

Section 36

 

 

 

5.1.3 Pearsons Road / Trading Post Road

Section 4.4 Unsignalised Minor Road Intersections within Austroads Part 5 states:

‘it is unnecessary to flare intersection approaches or cany out an intersection analysis when the
combinations of major and minor road volumes are less than those in the Table”.

The table being referred to is Table 4.1 - Intersection Capacity - Uninterrupted Flow Conditions
which has been shown below. This table indicates that an assessment is not required if the
peak hourly traffic volumes of the two-way major road and two-way minor road flows are less
than the following combinations:

Tabte 4.1 — intersection Capacity - Uninternipted Flow Conditions

 

 

 

 

Major Road Type! | Major Road Flow |. Minor Road Flow
(veh? __ (vphp
— 4 50
Two-tene 500 200
60 “100
re | 100
Fourtane 1500: 50
200 6

 

 

 

 

Notes:

1. Mejor med ls through med (ie. has prtorty).
2, Mlor road design vohirnes include through and tuming movements.
3, Minor med des'gn volenes include through and turing volumes,

Source: Austroads Part 5-Intersections at Grade

As illustrated on Figures B11 and B12 within Appendix B of this report, the 2009 future design
traffic volumes at the Pearsons Road / Trading Post Rd intersection are expected to be below
the combinations shown in Table 4.1 of Austroads Part 5 (above). Therefore, intersection
capacity analysis at this intersection is not required.

Therefore, the introduction of the traffic generated by the proposed development will have

minimal impacts on the capacity or operations of the intersection of Pearsons Road and Trading
Post Road following implementation of the first stage of development in 2009.

5,2 Stage 2 Development (201 9)

As discussed in Section 3.5, the second stage (i.e. ultimate) development is to be comprised of
the following residential units:

 

3427-001(1)}-Final.dec: 04/12/07

 

 

Section 37

 

17

Elm N

 

 

Pearsons

 

 

 

 

Elms

Figure 5: Proposed Configuration of Pearsons Road and Elm Street

Table 7: 2009 Design Analysis - Elm Street / Pearsons Road intersections (with Right Tum
Lane from Elm Street)

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Movement Volume Degree of Delay (s) 95" %lla Queue
Saturation ) | (m)
AM Peak Hour
Elm Street South (1) 208 0.11 0 0
Elm Street South (R) — 55 0.06 11.3 2
Pearsons Road East (L) 74 0.10 11.5 4
Pearsons Road East (R) 3 0.10 11.5 4
Elm Street North (L) 4 0.29 8.2 0
Elm Street North (1) | 546 0.29 : 0 0
PM Peak Hour
Elm Street South (1) 383 0.20 0 0°
Elm Street South (R) 67 0.06 9.9 2
Pearsons Road East (L) 43 0.07 11.4 2
Pearsons Road East (R) 9 "0.07 11.3 — 2
Elm Street North (L) 5 0.22 8.2 ‘0
Elm Street North (T) 397 0.22 0 0

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (%,) for unsignalised intersections is 0.80.

The analysis indicates that, in 2009, the intersection of Elm Street / Pearsons Road would
function at an acceptable degree of saturation during both the AM and PM peak hour periods
with the introduction of traffic generated by the proposed development.

 

3427-001(1} Final.doc: 04/12/07 ||”

 

 

Section 38

 

 

 

16-

Table 6: 2009 Design Analysis - Elm Street / Diamond Street

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Movement Volume Degree of Delay (s) 95" %lle Queue
Saturation () (m)
AM Peak Hour
Elm Street South (1) 332 0.18 0 0
Elm Street South (R) 230 0.32 14.0 15
Diamond Street {L) 384 0.55 14.9 35
_ Diamond Street (R) 79 0.43 38.4 16
Elm Street North (L) 273 0.15 8.4 ; 0
Elm Street North (1) 527 0.28 0.1 0
PM Peak Hour
Elm Street South (1) 369 0.20 0 - 0
Elm Street South (R) 297 0.31 | 11.8 15
Diamond Street (L) 360 0.41 11.3 22
Diamond Street (R) 123 0.57 38.4 25
Elm Street North (L) 203 0.11 8.4 0
Elm Street North (1) 358 0.19 0.2 0

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (X) for unsignalised intersections is 0.80.

The analysis indicates that, in 2009, the intersection of Elm Street / Diamond Street will continue
to function within an acceptable degree of saturation in both the AM and PM peak periods with
the addition of traffic generated by the proposed development.

5.1.2 Elm Street / Pearsons Road

The traffic distribution for the proposed development (discussed in Section 3.6) indicates that the
northbound right-turn movement at Pearsons Road was estimated to be approximately 55
vehicles, with an opposing through volume of approximately 550 vehicles in the AM peak hour.
Likewise, the northbound right-turn volume was estimated to be 67 vehicles with an opposing
volume of approximately 402 vehicles in the PM peak hour. According to the Department of
Main Roads’ “Road Planning and Design Manual”, Chapter 13, Figure 13.21, these volumes
warrant a separate right-tum bay from Elm Street into Pearsons Road. A functional layout of the
Elm Street / Pearsons Road intersection, including the recommended right-turn bay, has been
included as Figure A2.

The results of the traffic analysis for the 2009 scenario, including the base traffic, the traffic
generated by the proposed development and including provision of a right-turn pocket, are
presented in Table 7. The SIDRA3.2 Movement Summary output data sheets for the analysis
are provided in Appendix C.

A SIDRA generated configuration of the proposed upgrade is shown as Figure 5.

 

3427-001(1)}-Final.dec: 04/12/07

 

 

Section 39

 

 

5.lmpact of Generated Traffic on External
Road Network

As discussed in Section 3.5, the traffic analysis has been conducted in two stages, reflecting the
likely completion date of the two phases of development. For the purpose of this report it has
been assumed that the first, anticipated to be complete and operational by 2009, will inciude
approximately 213 residential units. Following opening of Stage 1, the ultimate proposed
development will be completed, resulting in a total of 276 residential units.

The 2009 assessment was therefore conducted assuming the Stage 1 development was in
place. The horizon-year of 2019 was assessed, assuming that the ultimate development would

be completed and operational.

The 2009 and 2019 design traffic volumes (i.e. base volumes plus traffic generation volumes) are
illustrated on B11-B14 within Appendix B of this report.

5.1 Stage 1 Development (2009)

As discussed in Section 3.5, the first stage of the proposed development is to construct the
following residential units:

 

Type : _ Number of Units/Beds

 

 

 

Residential Care Facility = 120
Apartments , 20
Residential Lots 73

 

Total 213

 

The sum of these units is expected to generate traffic volumes in the order of 51 trips in the AM
peak hour period, and 69 trips in the PM peak hour period.

These traffic volumes were applied to the base traffic volumes forecast for 2009 to assess the
potential impacts of the proposed development. The traffic analysis software package SIDRA
3.2 was applied to provide an indication of the potential impacts. The results of the assessment
are presented in the Sections 5.1.1 through 5.1.3

5.1.1 Elm Street / Diamond Street

The results of the traffic analysis for the 2009 design scenario, which includes both base traffic
and the traffic generated by the Stage 1 of the proposed development, are presented in Table 6.
The SIDRA3.2 Movement Summary output data sheets for the analysis are provided in Appendix
on

 

15

3427-001(1)-Final.doc: 04/1207

 

 

Section 40

 

 

 

The SIDRA output data for this analysis are provided in Appendix C of this report.

Table 5 :2019 Base Case SIDRA Traffic Analysis (Elm Street / Diamond Street Intersection
Signalised)

 

 

 

 

 

 

Total
h
Traffic Highest Highest | tighest | [ahest
. 95th %lle Level Of
Intersection Entering Degree of Average
Intersection | Saturation ) back of Delay (sec) Service
Queue (m) yssec} | L.0.8)
(vph)
/ AM Peak Hour (8:00 - 9:00) -
Elm Street / .
Diamond Street 2,386 0.73 174 49 D
(Signalised)
PM Peak Hour (15:45 ~ 16:45)
Elm Street /
Diamond Street 2,213 0.72 115 38.4 D
{Signalised)

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation 0%} for unsignalised intersections is 0.95.

It would appear that signalisation of the Elm Street / Diamond Street intersection may be the
most cost effective means of mitigating the traffic capacity impacts on the intersection generated
by growth in background traffic. For the purposes of the subsequent assessment of the impacts
of the proposed development, it was assumed that the Elm Street / Diamond Street intersection
was signalised before 2019 due to growth of background traffic. Additional changes to the
broader road network may be being planned by DMR, which would reduce the pressure on this
intersection. However, these broader planning issues were not considered for this assessment.

Reconfiguring the intersection as a roundabout was also considered; however, given the
conflicting heavy westbound left-turn movement and heavy southbound through movement, a
roundabout configuration is not recommended. Further a roundabout does not provide
adequate provision for the likely high pedestrian movements within the town centre of Cooroy.

 
 

  

www.mrcagney.cam consuftants

3427-001(1)}-Final.dec: 04/12/07

 
 

 

 

Section 41

 

 

13

Table 4: 2019 Base Case SIDRA Traffic Analyses

 

 

 

 

 

 

 

Total Highest | Highest osth | “lshest | | evel of
Traffic Entering Average
Intersection Intersection Degree of %ile back of Delay Service
Saturation Queue (m! L.O.S
(vph) ® (m) (sec) { )
AM Peak Hour (8:00 — 9:00)
Elm Street /
Diamond Street 2,386 4.14 204 395.3 F
Elm Street / 4,127 0.39 18 14.0 B
Pearsons Road
PM Peak Hour (15:45 — 16:45)

Elm Street /
Diamond Street 2,209 1.04 141 207.1 F
Elm Street / 1,123 0.31 29 137 | - B
Pearsons Road

 

 

 

 

 

 

 

 

Note: Practical Maximum Degree of Saturation (X,) for unsignalised intersections is 0.80.
Acceptable Level of Service - LOS ‘C’

The 2019 “Base Case” analysis indicates that the Elm Street / Pearsons St intersection would
continue to perform within capacity; however, the Elm Street / Diamond Street intersection
would most likely exceed its capacity prior to 2019 and therefore will need to be signalised by
this time. The movements expected to experience significant delays would be the northbound
right-turn movement from Diamond Street to Elm Street.

The analysis was revised to incorporate a traffic signal at the intersection of Elm Street and
Diamond Street to mitigate the impacts of traffic growth. The results of the revised intersection

analysis are presented in Table 5 below. The layout of the intersection adopted for the SIDRA
analysis for the signalised intersection is illustrated as Figure 6.

x
li

 

E

 

 

 

 

 

 

 

 

 

Diamond E

 

 

II

g

Elms

 

 

 

 

 

 

 

Figure 4: Signalised Intersection layout adopted for SIDRA analysis
Elm Street / Diamond Street

 

3427-001(1}Final.doc: 04/12/07

 

 

Section 42

PM PEAK TRAFFIC GENERATIONS (2009)

 

Elm st

 

 

 

ading Post Rd

SUBIECT SITE
d | |
Cait
et

Paarzons Sif
—
L_] Trading Post Rd

 

Elm St

 

 

 

 

 

 

 

rt ae)
fim st/ [a Olamond St
Ol St aa
TP
(

242? - Coorey Retiremenr Community -

 

 

Elm St

 

Trading Post Rd
Bt

 

  

 

 

 

Section 43

AM PEAK TRAFFIC GENERATIONS (2019)

GROWTHRATE= _3.00%

 

SUBJECT SITE

Elm St

 

 

 

 

 

 

 

 

 

 

 

Eimst/ tc, Pearsons St —- F4 sy FY Pearsons St
Pearsons St = => ‘Trading Post Rd
¢
é
C2 ay
Eimst/

 

 

 

 

 

| 3427- Coorey Retirement Community - FIGURE 89
Trading Post Rd

 

 

 

 

 

 

Section 44

PM PEAK TRAFFIC GENERATIONS (2019)

GROWTH RATE= _3.00%

 

SUBJECT SITE

Etm St

 

 

 

rading Post Ré

£4, ay
kimst/ E = __ tems a Prarions St peanons Sf Ee _ Paanonsst
st = = Trading Post Rd

 

 

 

 

 

 

 

Elm Sst

 

 

 

 

 

 

 

‘Diamond St —
a
fy 3AT7 - Gooroy Retirement Community - FIGURE B10
Trading Post Rd

 

 

Elm St

 
   

a:

wrew. mrcagney.com consultants in transports!

ton

 

 

 

 

Section 45

BASE TRAFFIC + SITE AM PEAK (2009)

Elm St

J |

Z

Pearsons St
[20855]

l

étm St

Elm St

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

SUBJECT SITE
2
z
a
2
z
ee Te)
ay Pearsons St st] 28] Pe sv a Pearsons St
‘Trading Post Rd a)
Tae
AM Units: Vebictes Per Hour
a) Diamond St Perk Period ; 8:00am - 9:00am
3e4}Ce
3427 - Corny Retiremenr Community - FIGURE 811
Trading Port Rd

 

 

 

 

weew.mmrcigney.com consultants in tangpertation.

 

 

Section 46

BASE TRAFFIC + SITE PM PEAK (2009)

Elm St

Elm st

Elm st

 

 

 

 

 

 

 

 

 

 

 

 

SUBJECT SITE
2
8
2
Z
=
i a
CsA g
ste, Pearsons St —7_a a Pearsons St
etn st/ L Pearsons St/
st = =A Trading Post Rd L316
cima
[254] 203]
PM Units: Vehicles Par Hour
Etm St/ Diamond St Peak Period : 4:45pm - 5:45am
Blamend st
[_370[_297}
3427 - Cooroy Ratiramanr Community - FIGURE B12
( Treading Post Rd

 

 

 

 

-Wenemrcagnay.com consuttants in transportation *

 

 

 

Section 47

PLY aa ea aa ee)

Elm St

Em st/

Pearsons St

Elm st

 

 

SUBJECT SITE

 

 

 

a

 

 

 

102)

 

 

 

 

 

 

€lm st

 

‘Diamond St

 

516]

 

2
2
é
2
2
£
Lst=T “9
pesrons ot Pearsons St
‘Trading Post Rd L_s4] -

AM Units: Wehictes Par Hour
Peak Perlod: 8:00am -9:00am

 

3427 - Cooroy Retirement Commumity - FIGURE B13
‘Trading Post Rd

 

 

 

www mrcagney.com eonsultanis in trancpertation

 

 

 

Section 48

BASE TRAFFIC + SITE PM PEAK (2019)

 

 

 

SUBJECT SITE

 

 

 

 

 

 

a
&
&
[s33[__ 4]
etm st / ——
Pearsons St =
56
Fa
€
Elmst/ 165
0 =
s aay
[496]

Eim St

 

 

 

Diarnond St

Pearsons St PCa
—

PM Units: Vehicles Per Hour
Peak Period : 4:45pm - 5:45am

2
é
=
2
L399)
ns St/ Pearsons St
Trading Post Rd ES

 

3427 - Cooroy Ratiremanr Community -

 

FIGURE B24

 

 

Trading Post Rd

www.mreagney.com consultants in tangpartation

 
  

 

 

 

Section 49

 

 

Appendix C

SIDRA3.2 ‘Movement Summary’ Output Data

u

€ec¢eete eke ee &€ ete &€ & ee vee

  

2009 Base AM - Elm at Diamond

2009 Base PM - Elm at Diamond

2009 Base AM - Elm at Pearsons

2009 Base PM - Elm at Pearsons

2019 Base AM - Elm at Diamond

2019 Base PM - Elm at Diamond

Signalised 2019 Base AM - Elm at Diamond {with phasing)
Signalised 2019 Base PM - Elm at Diamond {with phasing)
2019 Base AM - Elm at Pearsons

2019 Base PM - Elm at Pearsons

2009 Design AM - Elm at Diamond

2009 Design PM - Elm at Diamond

2009 Design AM - Elm at Pearsons

2009 Design PM - Elm at Pearsons

Signalised 2019 Design AM - Elm at Diamond (with phasing)
Signalised 2019 Design PM - Elm at Diamond (with phasing)
2019 AM Design - Elm at Pearsons

2019 PM Design - Elm at Pearsons

3427-001(1)-Final.doc: 04/12/07

 

 

Section 50

 

 

 

 

 

 

 

 

Movement Summary Page 1 of 1
S| DRA
INTERSECTION
Movement Summary
Elm St / Diamond St Intersection
2009 AM Base
Give-way
Vehicle Movements
~ _ 95%
Dem Deg of Aver Aver
MovID = Turn Flow %HV Satn Delay evel a Queue Quon d Eft Stop Speed
(veh/h) (v/c) (sec) (m) (km/h)
Elm $
2 T 311 10.6 0.171 0.0 LOS A o 0.00 0.00 60.0
3 R 230 10.0 0.308 13.7 LOS B 15 0.67 0.93 43.8
Approach 541 10.4 0.308 5.8 LOSA 1s 0.28 0.40 51.9
Diamond E
4 L 384 5.5 0.541 14.5 LOS B 33 0.70 1.03 493.2
6 R 74 8.14 0.368 34.2 Los 0 14 0.88 1.06 31.9
Approach 458 5.9 0.541 17.7 tosc 33 0.73 1.03 40.9
Elm N
7 L 265 $.3 0.148 8.4 LOS A 0 0.00 062 49.0
8 T $12 6.1 0.273 O12 LOS A 0 0.00 0.01 60.0
Approach 777 5.8 0.273 2.9 LOSA 0.00 0.24 58.7
Not
All Vehicles 1776 7.2 0.541 7.6 Applicable 33 0.28 0.49 49.9
Symbols which may appear in this table:
Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity
Following LOS
# - Based on density for continuous movements
Following Queve
# - Density for continuous movement
SIDRA SOLUTIONS
Site: 2009 AM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Elm and Diamond Nov 28.aap
Processed Nov 28, 2007 04:38:55PM
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about:blank 29/11/2007

Section 51

Movement Summary Page 1 of 1

SIDRA -™
INTERSECTION

Movement Summary
Elm St / Diamond St Intersection

2009 PM Base

Give-way

Vehicle Movements

 

95%

 

 

 

 

Dem Deg of Aver Aver
MovID Turn Flow %HV ~ Satn Delay revel of Queue quene ! Err Stop Speed
(veh/h) (w/c) (sec) (m) (km/h)
Elms :
2 T 341 1.2 0.176 0.0 LOS A 0 0.00 0.00 60.0
3 R 297 3.0 0.276 10.8 LOS B 12 0.57 0.80 46.3
Approach 638 2.0 0.276 5.0 LOSA 12 0.27 0.37 52.7
Diamond E
4 L 360 5.0 0.392 11.0 LOS B 2t 0.57 0.83 46.4
6 R 114 3.5 0.407 27.8 LOS DB 16 0.85 1.08 35.0
Approach 474 4.6 0.408 15.0 Los c 21 0.64 0.89 43.1
tlm N
7 L 194 8.8 0.111 8.5 LoS A Oo 0.00 0.67 49.0
8 T 338 5.6 0.180 0.0 LOS A 0 0.00 0.00 60.0
Approach 532 6.8 0.180 3.1 LOSA 0.00 0.24 55.4
Not
All Vehicles 1644 43 0.407 7.3 Applicable 21 - «0.29 0.48 50.2

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+-

SIDRA SOLUTIONS

Site: 2009 PM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Elm and Diamond Nov 28.aap
Processed Nov 28, 2007 04:38:56PM

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Section 52

Movement Summary ; Page 1 of 1

SIDRA “~~
INTERSECTION

Movement Summary

Elm St / Pearsons Rd intersection

2009 AM Base

Glve-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Tum Flow = %HV — Satn Delay ever Sf Mack of queved FFT StOP Speed
(veh/h) (v/e) (sec) (m) (km/h)
tims
2 T 208 10.6 0.144 2.9 LOS A 11 0.58 0.00 $2.7
3 R 29 10.3 0.144 11.8 Los B 11 0.58 0.80 45.6
Approach 237 10.5 0.144 4.0 LOSA 11 0.58 0.10 51.8
Pearsons
4 L S2. 1.9 0.072 11.4 Los B 2 0.53 0.78 45.7
6 R 2 0.0 0.071 11.6 Los B 2 0.53 0.86 45.4
Approach 54 1.9 0.072 11.4 tosB8 2 0.83 0.78 45.7
Elm N
7 L 2 0.0 0.286 8.2 LOS A oO. 0.00 0.67 49.0
8 T 546 4.9 0.290 0.0 LOSA 0 0.00 0.00 ~ 60.0
Approach 548 4.9 0.290 0.0 LOSA 0.00 0.00 60.0
Not
All Vehicles 839 6.3 0.290 1.9 Applicable 11 0.20 0.08 56.3

 

Symbols which may appear tn this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2009 AM Elm at Pearsons
T:\3400-3499\3427 - Cooroy Retirement Community\SIORA\Pearsons and Elm Nov 28.aap
Processed Nov 28, 2007 04:51:02PM

A1059, McCormick Rankin Cagney, Large Office

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Section 53

Movement Summary Page 1 of 1

SIDRA “~
INTERSECTION

Movement Summary

Elm St / Pearsons Rd intersection

2009 PM Base

Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID = Turn Flow HV Satn Delay evel ef osue, quan, ‘d Err. Stop Speed
(veh/h) (v/c) (sec) (m) (ian/h)
Elms
2 T 383 2.9 0,225 1.9 LOSA 16 0.54 0.00 53.2
3 R 30 0.0 0.224 10.3 LOS B 16 0.54 0.75 46.6
Approach 413 2.7 0.225 2.5 LOSA 16 0.54 0.05 52.7
Pearsons
4 L 19 5.3 0.031 11.3 LOS B 1 0.49 0.69 46.0
6 R 4 0.0 0.031 11.3 LOS B 1 0.49 0.81 45.7
Approach 23 43 0.031 11.3 loss 1 0.49 0.71 45.9
Elm N
7 u 2 0.0 0.222 8.2 LOS A 0 0.00 0.67 49.0
8 T 397 8.3 0.216 0.0 LOS A 0 0.00 0.00 60.0
Approach 399 8.3 0.216 0.0 LOSA 6.00 0.00 59.9
Ali Vehicles 835 S.4 0.225 1.6 Not 16 0.28 0.05 55.7
° - “Applicable . . .

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
*x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2009 PM Elm at Pearsons
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Pearsons and Elm Nov 28.aap
Processed Nov 28, 2007 04:51:03PM

A1059, McCormick Rankin Cagney, Large Office
Produced by SIDRA Intersection 3.2.1.1478
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about:blank 28/11/2007

Section 54

Movement Summary Page | of |

SID =
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection

2019 AM Base

Give-way

Vehicle Movements

 

95%

 

 

 

 

Dem Deg of Aver j Aver
MovID Turn Flow %HV = Satn Delay «OVO! Of Queue. ques Katee os
(veh/h) (w/c) (sec) (m) (km/h)
Elm S
2 T 418 10.5 0.229 0.0 LOSA Qo 0.00 0.00 60.0
3 R 309 10.0 0.599 21.1 Los Cc 36 0.85 1.15 38.1
Approach 727 10.3 _ 0-599 9.0 LOSA 36 0.36 0.49 48.3
Diamond E
4 L 516 5.4 0.979 62.6 LOS F 204 0.99 2.79 22.3
6 R 100 9.0 1.136 395.3 LOS F 175 1.00 2.53 $.1
Approach 616 6.0 1.136 116.6 Los F 204 0.99 2.75 14.4
Elm N
7 Ll 356 5.3 0.199 8.4 LOSA QO 0.00 0.67 49.0
8 T 687 6.0 0.366 O41 LOSA Q 0.00 0.01 60.0
Approach 1043 5.8 0.366 2.9 LOS A 0.00 0.23 55.7
Alt Vehicles 2386 7.2 1.136 34.1 Not 204 0.37 0.96 31.2
. ° “" Applicable . * .

 

Symbols which may appear in this table:

Following Degree of Saturation
# X= 1.00 for Short Lane with resulting Excess Flow
™x = 1,00 due to minimum capacity

Failowing LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2019 AM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\EIm and Diamond Nov 28.aap
Processed Nov 29, 2007 01:32:20PM

A1059, McCormick Rankin Cagney, Large Office

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Section 55

Movement Summary Page 1 of 1

SIDRA -~
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection

2019 PM Base

Give-way

Vehicle Movements

 

95%

 

 

 

 

Dem Deg of Aver Aver
MovID Tur Flow %HV Satn Delay ‘LVI Of ‘Queue queued Et St? speed
(veh/h) (v/c)} (sec) (m) (km/h)
Eims
2 T 458 La 0.237 0.0 LOS A 0 0.00 0.00 60.0
3 R 399 3.0 0.457 13.7 Los B 27 0.69 1.01 43.6
Approach 887 2.0 0.457 6.4 LOSA 27 0.32 0.47 51.1
Diamond E .
4 L 483 5.0 0.630 15.0 LOS B 47 0.73 1.10 42.8
6 R 153 3.9 1.041 207.1 LOS F 141 1.00 2.36 9.0
Approach 636 4.7 1.037 61.2 Los F 141 0.79 1.40 22.6
Elm N
7 L 261 8.8 0.149 8.5 LOS A 0 0.00 0.67 49.0
8 T 4s5 5.5 0.242 0.0 LOS A 0 9.00 0.00 60.0
Approach 716 6.7 0.242 3.1 LOS A 0.00 0.24 55.4
Not
All Vehicles 2209 4.3 1.041 21.1 Applicable 141 0.35 0.66 38.2

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2019 PM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Elm and Diamond Nov 28.aap
Processed Nov 28, 2007 04:38:57PM

A1059, McCormick Rankin Cagney, Large Office

Produced by SIDRA Intersection 3.2.1.1478
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Section 56

Movement Summary

SIDRA
INTERSECTION

Movement Summary

Page 1 of 2

Elm St / Diamond St Intersection (Signalised Option)

2019 AM Base
Signalised - Fixed time

Vehicle Movements

Cycle Time = 90 seconds

 

95%

 

 

 

 

 

 

 

Dem Deg of Aver Aver
MovID Turn Flow %HV Satn Delay Level of ‘Queue queue 4 SOPs
(veh/h) (vic) (see) (m) (km/h)
Elm S
2 T 418 10.5 0.312 4.4 LOS A 60 0.37 0.33 53.5
3 R 309 10.0 0.731 41.0 LOS D 105 0.98 1.02 28.3
Approach 727 10.3. (0.731 19.9 LOSB 105 0.63 0.62 38.8
Diamond E
4 L 516 5.4 0.616 17.7 LOS B 106 0.71 0.81 40.6
6 R 100 9.0 0.430 49.0 LOSD 43 0.96 0.78 25.6
Approach 616 6.0 0.616 22.7. «+LOsC 106 0.75 0.80 37.1
Elm N
7 L 356 5.3 0.449 13.3 LOS B 52 0.39 0.74 44.0
8 T 687 6.0 0.716 18.3 LOS B 174 0.83 0.75 40.0
Approach 1043 5.8 0.716 16.6 LOSB 174 0.68 0.75 41,3
All Vehicles 2386 7.2 0.731 19.2 LOSB 174 0.68 0.72 39.4
Pedestrian Movements
Aver 95%
Mov ID Dem Flow Dela Levelof Back of Prop. Eff. Stop
(ped/h) | sec) Service Queue Queued Rate
(m)
P1 53 39.2 LOS D 0 0.93 0.93
P3 53 12.3 LOS B 0 0.52 0.52
All Peds 106 25.7 Losc 0 0.73 0.73

 

Symbols which may appear in this table:

Following Degree of Saturation

# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS

# - Based on density for continuous movements

about:blank

29/11/2007

Section 57

Phasing Summary
SIDRA ~"m
INTERSECTION

Phasing Summary

Elm St / Diamond St Intersection (Signalised Option)

2019 AM Base

C = 90 seconds

Cycle Time Option: Optimum cycle time (Minimum Delay)
Phase times determined by the program.

Page 1 of 1

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Phase H Phase G [Phase I
| me i _

Green Time = 46 seconds Green Time = 14 seconds Green Time = 12 seconds
Phase Time = 52 seconds Phase Time = 20 seconds Phase Time = 18 seconds
Phase Split = 58 % Phase Split = 22 % Phase Split = 20 %

Norma! Movement Permitted/Opposed

Slip-Lane Opposed Slip-Lane

Stopped Movement Continuous

Tum On Red

4-

SIDRA SOLUTIONS

Site: Signalised 2019 AM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Elm and Diamond Nov 28.aap

Processed Nov 29, 2007 01:27:11PM

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29/11/2007

Section 58

Movement Summary

SIDRA
INTERSECTION

Movement Summary

Page 1 of 2

Elm St / Diamond St Intersection (Signalised Option)

2019 PM Base
Signalised - Fixed time

Vehicle Movements

Cycle Time = 70 seconds

 

95%

 

 

 

 

 

 

 

Dem Deg of Aver Aver
MovID Turn Flow HV Satn Delay vei or ronal queued ee ate P Speed
(veh/h) (v/¢) (sec) (m) (km/h)
Elm $
2 T 458 10.7 0.382 $9 LOS A 67 0.49 0.43 $1.6
3 R 399 10.0 0.720 31.6 LOS C 96 0.94 1.00 32.2
Approach 857 10.4 0.721 17.9 Los B 96 0.70 0.69 40.3
Diamond E
4 L 483 5.6 0.463 12.6 LOS B 63 0.56 0.76 44.7
6 R 183 8.5 0.510 38.4 LOS D 49 0.95 0.80 29.2
Approach 636 6.3 0.510 18.8 LOS B 63 0.66 0.77 39.7
Elm N
7 L 261 5.4 0.345 15.4 LOS B 41 0.50 0.76 42.3
8 T 459 6.3 0.715 23.0 Los C 115 0.93 0.84 36.8
Approach 720 6.0 0.715 20.3 tosc 115 0.77 0.81 38.6
All Vehicles 2213 7.8 0.720 18.9 LOSB 115 0.71 0.75 39.6
Pedestrian Movements
Aver 95%
Mov ID Dem Flow Del: Levelof Back of Prop. Eff. Stop
(ped/h) (sec) Service Queue Queued Rate
(m)
P1 $3 29.3 Los c 0 0.91 0.91
P3 53 17.1 LOS B o 0.70 0.70
All Peds 106 23.2 tosc 0 0.81 0.81

 

Symbols which may appear in this table:

Following Degree of Saturation

# xX = 1.00 for Short Lane with resulting Excess Flow

* x = 1.00 due to minimum capacity

Following LOS

# - Based on density for continuous movements

about:blank

29/11/2007

Section 59

Phasing Summary

SIDRA

INTERSECTION

Phasing Summary

Elm St / Diamond St Intersection (Signalised Option)

2019 PM Base

C = 70 seconds

Cycle Time Option: Optimum cycle time (Minimum Delay)
Phase times determined by the program.

Page | of 1

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Phase H Phase G Phase I
— — :
_ Demat _
Green Time = 24 seconds Green Time = 16 seconds Green Time = 12 seconds
Phase Time = 30 seconds Phase Time = 22 seconds Phase Time = 18 seconds
Phase Split = 43 % Phase Split = 31 % Phase Split = 26 %

 

 

 

 

Normal Movement
Stip-Lane

Stopped Movement
Turn On Red

+

SIDRA SOLUTIONS

Permitted/Opposed
Opposed Slip-Lane
Continuous

Site: Signalised 2019 PM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIORA\EIm and Diamond Nov 28.aap
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Section 60

 

_ Movement Summary : —_ Page lof i

SIDRA —™
INTERSECTION

Movement Summary

Eim St / Pearsons Rd Intersection

2019 AM Base
Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Turn Flow %HV = Satn Delay yevel a Queue quote 4 Err. Step Speed
(veh/h) (w/e) (sec) (m) (km/h)
Elms
2 T 279 10.8 0.199 4.3 LOS A 18 0.67 0.00 51.8
3 R 38 0.0 0.199 12.8 LOS B 18 0.67 0.89 44,3
Approach 317 9.5 0.199 5.3 LOS A 18 0.67 0.11 50.8
Pearsons
4 L 70 14 0.136 13.8 LOS B 4 0.65 0.88 43.5
6 R 3 0.0 0.136 14.0 LOS B 4 0.65 0.90 43.2
Approach 73 1.4 0.136 13.8 10S B 4 0.65 0.89 43.5
Elim N
7 L 3 0.0 0.375 8.2 LOS A 0 0.00 0.67 49.0
8 T 734 49 0.390 0.0 LOS A 0 0.00 0.00 60.0
Approach 737 49 0.390 0.0 LOSA 0.00 0.00 59.9
Not ,
All Vehicles 1127 5.9 0.390 2.4 applicable 18 0.23 0.09 55.8

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
*x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2019 AM Elm at Pearsons
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Pearsons and Elm Nov 28.aap
Processed Nov 28, 2007 04:51:03PM

A1059, McCormick Rankin Cagney, Large Office
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about:blank 28/11/2007

Section 61

Movement Summary Page 1 of 1

SIDRA -“™
INTERSECTION

Movement Summary

Elm St / Pearsons Intersection

2019 PM Base

Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
Levelof Backof Prop. Eff. Stop
MovID = Turn Flow %HV Satn Delay Service Queue Queued Rate Speed
(veh/h) (v/e) (sec) (m) (km/h)
Elm S
2 T 515 2.9 0.307 3.3 LOS A 29 0.68 0.00 51.7
3 R 40 0.0 0.308 11.8 LOS B 29 0.68 0.86 45.2
Approach 555 2.7 0.307 3.9 LOS A 29 0.68 0.06 51.2
Pearsons
4 l 26 3.8 0.060 13.7 LOS B 2 0.59 0.78 43.8
6 R 6 0.0 0.060 13.7 LOS B 2 0.59 0.88 43.5
Approach 32 3.1 0.060 13.7 LOSB 2 0.59 0.80 43.7
Elm N
7 L 3 0.0 0,300 8.2 LOSA 0 0.00 0.67 49.0
8 : T 533 8.3 0.290 " 0.0 LOS A 0 0.00 0.00 60.0
Approach 536 8.2 0.290 0.0 LOS A 0.00 0.00 59.9
Not
All Vehicles 1123 5.3 0.308 2.3 Applicable 29 0.35 0.06 54.7

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: 2019 PM Elm at Pearsons
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\Pearsons and Elm Nov 28.aap
Processed Nov 28, 2007 04:51:04PM

A1059, McCormick Rankin Cagney, Large Office

Produced by SIDRA Intersection 3.2.1.1478
Copyright 2000-2007 Akcelik and Associates Pty Ltd
www, sidrasolutions.com

about:blank 28/11/2007

Section 62

Movement Summary Page 1 of 1

 

SIDRA ~
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection

2009 AM Design

Give-way

Vehicle Movements

 

 

 

 

: 95%
Dem Deg of Aver - Aver
MovID Tum Flow %HV  Satn_ Delay bevel of ‘Queue Queced Err. Stop Speed
(veh/h) (v/c) (sec) (m) (km/h)
eims
2 T 332 10.5 0.182 0.0 LOS A 0 0.00 0.00 60.0
3 R 230 10.0 0.318 14.0 LOS B 1s 0.68 0.94 43.6
Approach 562 10.3 0.317 5.7 LOS A 15 6.28 0.39 52.0
Diamond E
4 L 384 5.5 0.554 14.9 LOS B 35 0.71 1.04 42.8
6 R 79 8.9 0.432 38.4 LOSE 16 0.90 1.07 30.0
Approach 463 6.0 0.554 18.9 Losc 35 0.74 1.05 40.0
Elm N
7 L 273 5.1 0.152 8.4 LOS A 0 0.00 0.67 49.0
8 T 327 6.1 0.281 0.1 LOS A 0 0.00 0.01 60.0
Approach 800 5.8 0.282 2.9 LOS A 0.00 0.24 55.7
Not
All Vehicles 1825 7.2 0.554 7.9 Applicable 35 0.27 0.49 49.6

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
*x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

4

SIDRA SOLUTIONS

Site: Design 2009 AM Elm at Diamond
T:\3400-3499\3427 - Cooroy Retirement Community\SIDRA\EIm and Diamond Nov 28.aap
Processed Nov 29, 2007 61:15:15PM

A1059, McCormick Rankin Cagney, Large Office
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Section 63

Movement Summary Page 1 of 1

SIDRA oe
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection

2009 PM Design

Give-way

Vehicle Movements

 

95%

 

 

 

 

Dem Deg of Aver Aver
MovID Tum Flow %HV Sain Delay Level Of Seeue ques 4 ER AtOP speed
(veh/h) (v/c} (sec) (m) (km/h)
Elm S
2 T 369 10.6 0.202 0.0 LOS A 0 0.00 0.00 60.0
3 R 297 10.1 0.307 11.8 LOS B a5 0.60 0.85 45.6
Approach 666 10.4 0.307 5.3 LOS A 15 0.27 0.38 52.6
Diamond E
4 L 360 5.6 0.406 11.3 LOS B 22 0.59 0.86 46.1
6 R 123 89 0.569 | 38.4 LOS E 25 0.91 1.14 30.0
Approach 483 6.4 0.570 18.2 Losc 25 0.67 0.93 40.6
Elm N
7 L 203 5.4 0.114 8.4 LOSA 0 0.00 0.67 49.0
8 T 358 6.4 0.191 0.2 LOS A 0 0.00 0.02 60.0
Approach 561 6.1 0.191 3.1 LOSA 0.00 0.25 55.5
Not
All Vehicles 1710 7.8 0.569 8.2 Applicable 25 0.29 0.49 49.3

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: Design 2009 PM Elm at Diamond
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Section 64

Movement Summary Page 1 of 1

SID ~~
INTERSECTION

Movement Summary

Elm St / Pearsons Rd Intersection

Design 2009 AM
Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Tum Flow %HV  Satn Delay Level of Queue queued Fer StOP Speed
(veh/h) (v/c) (sec) (m) (km/h)
Elms
2 T 208 10.6 0.114 0.0 LOS A 0 0.00 0.00 60.0
3 R 55 10.9 0.059 11.5 LOS B 2 0.54 0.75 46.0
Approach 263 10.6 0.114 2.4 LOSA 2 0.41 0.16 56.4
Pearsons
4 L 74 1.4 0.104 11.5 LOS B 4 0.54 0.80 45.6
6 R 3 0.0 0.103 11.7 Los B 4 0.54 0.86 45.3
Approach 7 1.3 0.104 11.5 LOS B 4 0.54 0.80 45.6
ttm N
7 L 4 0.0 0.286 8.2 LOS A 0 0.00 0.67 49.0
8 T 546 4.9 0.291 0.0 LOS A 0 0.00 0.00 60.0
Approach 550 4.9 0.291 0.1 LOSA 0.00 0.00 59.9
All Vehictes 890 6.3 0.291 1.7 Not 4 0.08 0.12 57.3
* * “" Applicable . . .

 

Symbols which may appear in this table:

Following Degree of Saturation
#x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: Design 2009 AM Elm at Pearsons
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about:blank 29/11/2007

 

Section 65

Movement Summary Page 1 of 1

SIORA -
INTERSECTION

Movement Summary

Elm St / Pearsons Rd Intersection

Design 2009 PM

Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Tum Flow %HV Satn «Delay LEVEE OF ‘Queue gue op TT StOP speed
(veh/h) (v/c) (sec) (m) (km/h)
Elms
2 T 383 2.9 0.200 0.0 LOS A oO 0.00 0.00 60.0
3 R 67 0.0 0.064 10.0 LOS A 2 0.46 0.70 46.9
Approach 450 2.4 0.200 1.5 LOSA 2 0.07 0.10 57.6
Pearsons
4 L 43 4.7 0.069 11.4 LOS B 2 0.50 0.72 45.8
6 R 9 6.0 0.069 11.5 Los B 2 0.50 0.85 45.5
Approach 52 3.8 0.069 11.4 LOsSB 2 * 0.50 0.74 45.8
Elm N
7 L 5 0.0 0.217 8.2 LOS A 0 0.00 0.67 49.0
8 T 397 8.3 0.217 0.0 LOS A 0 0.00 0.00 60.0
Approach 402 8.2 0.217 0.1 LOSA 0.00 0.01 59.38
: Not
All Vehicles 904 5.1 0.217 1.4 Applicable 2 0.06 0.10 57.7

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIORA SOLUTIONS

Site: Design 2009 PM Elm at Pearsons
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Processed Nov 29, 2007 03:53:18PM

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Produced by SIDRA Intersection 3.2.1.1478
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about:blank / 29/11/2007

Section 66

Movement Summary

Page 1 of 2

 

SIDR
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection (Signalised Option)

2019 AM Design
Signalised - Fixed time

Vehicle Movements

Cycle Time = 90 seconds

 

 

 

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Turn Flow %HV = Satn. Delay evel of kof Quowed ER SEP Speed
(veh/h) (v/c) (sec) (m) (km/h)
Elm S
2 T 444 10.6 0.332 4.5 LOS A 64 0.38 0.34 $3.4
3 R 309 10.0 0.746 42.7 LOS D 106 0.99 1.04 27.6
Approach 753 10.4 0.746 20.2 tos c 106 0.63 0.62 38.7
Diamond E
4 L 516 5.4 0.626 18.3 LOS B 108 0.73 0.81 40.1
6 R 106 8.5 0.454 49.1 Los BD 45 0.97 0.78 25.5
Approach 622 5.9 0.627 23.5 Los c 108 0.77 0.81 36.6
Elm N
7 L 367 5.2 0.462 13.4 LOS B 54 0.39 0.75 44.0
8 T 708 5.9 0.738 18.6 LOS B 181 0.85 0.77 39.7
Approach 1075 5.7 0.738 16.8 LOS B 181 0.69 0.76 411
All Vehicles 2450 7.2 0.746 19.6 LOSB 181 0.69 0.73 39.1
Pedestrian Movements
Aver 95%
Mov ID Dem Flow Dela level of Back of Prop. Eff. Stop
(ped/h) (sec) Service Queue Queued Rate
(m)
PL 53 39.2 Los D 0 0.93 0.93
3 53 12.3 LOS B 0 0.52 0.52
All Peds 106 25.7 tos c o 0.73 0.73

 

Symbois which may appear in this table:

Following Degree of Saturation

# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS

# - Based on density for continuous movements

about:blank

29/11/2007

Section 67

Phasing Summary
SIDRA —~
INTERSECTION

Phasing Summary

Elm St / Diamond St Intersection (Signalised Option)

2019 PM Design

C = 80 seconds

Cycle Time Option: Optimum cycle time (Minimum Delay)
Phase times determined by the program.

Page 1 of 1

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Phase H Phase G Phase I
=
towed bent —_ /
Green Time = 30 seconds Green Time = 20 seconds Green Time = 12 seconds
Phase Time = 36 seconds Phase Time = 26 seconds Phase Time = 18 seconds
Phase Split = 45 % Phase Split = 33 % Phase Split = 23 %

 

 

 

Normal Movement
Slip-Lane

Stopped Movement
Turn On Red

4+

Permitted/Opposed
Opposed Slip-Lane
Continuous

SIDRA SOLUTIONS

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29/11/2007

Section 68

Movement Summary Page 1 of 2

SIDRA ~=
INTERSECTION

Movement Summary

Elm St / Diamond St Intersection (Signalised Option)

2019 PM Design
Signalised - Fixed time Cycle Time = 80 seconds

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Turn Flow %HV  Satn Delay evel or Queue Queed erator _ Speed
(veh/h) (w/c) (sec) (m) (km/h)
Elms
2 T 495 10.5 0.387 5.3 LOS A 73 0.44 0.39 52.4
3 R 399 10.0 0.670 30.9 Los C 100 0.91 0.96 32.6
Approach - 894 10.3 0.670 16.7 Los B 100 0.65 0.65 41.2
Diamond E
4 L 483 5.6 0.463 13.2 LOS B 70 0.55 0.76 44,1
6 R 165 8.5 0.628 48.1 LOS 0 61 0.99 0.83 26.8
Approach 648 6.3 0.628 21.4 Losc 70 0.66 0.78 38.0
Elm N .
7 L 272 5.1 0.388 16.4 LOS B 48 0.50 0.76 41.4
8 T 478 6.3 0.680 22.9 LOS ¢ 125 0.90 0.79 36.9
Approach 750 5.9 0.680 20.6 tosc 125 0.75 0.78 33.4
All Vehicles 2292 7.7 0.680 19.3 LOS B 125 0.69 0.73 39.3

 

Pedestrian Movements

 

 

95%
Mov 1p Dem Flow belay Levelof Backof Prop. Eff. Stop
(ped/h) (see) Service Queue Queued Rate
(m)
Pl 53 34.2 LOS D 0 0.93 0.93
P3 $3 17.6 LOS B 0 0.66 0.66
All Peds 106 25.9 Los c a 0.79 0.79

 

Symbols which may appear in this table:

Following Degree of Saturation

# Xx = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

about:blank 29/11/2007

Section 69

Phasing Summary Page | of |

SIDRA =e
INTERSECTION

Phasing Summary

Elm St / Diamond St Intersection (Signalised Option)
2019 AM Design

C = 90 seconds
Cycle Time Option: Optimum cycle time (Minimum Delay)
Phase times determined by the program.

 

 

Phase H Phase G Phase I

Moy fl |

 

 

| _ le
Th | wy hy

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Green Time = 46 seconds Green Time = 14 séconds Green Time = 12 seconds
Phase Time = 52 seconds Phase Time = 20 seconds Phase Time = 18 seconds
Phase Split = $8 % Phase Split = 22 % Phase Split = 20 %

Normal Movement Permitted/Opposed

Slip-Lane Opposed Slip-Lane

Stopped Movement Continuous

Turn On Red

4-

SIDRA SOLUTIONS

Site: Design Signalised 2019 AM Elm at Diamond
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" .

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Section 70

Movement Summary Page 1 of 1

SIDRA -™
INTERSECTION

Movement Summary

Elm St / Pearsons Rd Intersection

Design 2019 AM

Give-way

Vehicle Movements

 

 

 

 

 

95%
Dem Deg of Aver Aver
MovID Tum Flow %HV = Satn Delay (LN Of Oueue Quened FT Stop speed
(veh/h) (v/c) (sec) (m) (km/h)
Elms
2 T 279 10.8 0.153 0.0 LOS A 0 0.00 0.00 60.0
3 R 71 0.0 0.088 12.0 LOS B 3 0.61 0.83 45.0
Approach 350 8.6 0.153 2.4 LOSA 3 0.12 0.17 56.2
Pearsons
4 L 101 2.0 0.193 13.9 Los 8 6 0.67 0.89 43.4
6 Rg 4 0.0 0.190 14.1 Los 8 6 0.67 0.90 43.1
Approach 105 1.9 0.193 13.9 Loss | 6 0.67 0.89 43.4
Elm N
7 L 5 0.0 0.385 8.2 LOS A 0 0.00 0.67 49.0
8 T 734 4.9 0.391 0.0 LOS A 0 0.00 0.00 60.0
Approach 739 49 0.391 0.1 LOSA 0.00 0.00 59.9
Not
All Vehicles 1194 5.7 0.391 2.0 Applicable 6 0.09 0.13 56.9

 

Symbols which may appear in this table:

Following Degree of Saturation |
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movernent

+

SIDRA SOLUTIONS

Site: Design 2019 AM Elm at Pearsons
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Pracessed Nov 29, 2007 03:59:53PM

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Section 71

Movement Summary Page | of 1

SIDRA = -
INTERSECTION

Movement Summary

Elm St / Pearsons Rd Intersection

Design 2019 PM

Give-way

Vehicle Movements

 

95%

 

 

 

 

Dem Deg of Aver Aver
MovID- Turn Flow %HV Satn Delay covet of Queue Quoted Err. Stop Speed
(veh/h) (w/e) (sec) (m) {km/h)
Elm S
2 T 515 2.9 0.269 0.0 LOS A 0 0.00 0.00 60.0
3 R 90 0.0 0.087 10.7 LOS B 3 0.53 0.76 46.2
Approach 605 2.5 0.269 1.6 LOSA 3 0.08 0.11 57.5
Pearsons
4 L 56 5.4 0.122 13.6 LOS B 4 - 0.60 0.82 43.9
6 R 12 0.0 0.122 13.6 LOS B 4 0.60 0.88 43.5
Approach 68 44 0.122 13.6 Loss 4 0.60 0.83 43.8
Elim N
7 L 6 0.0 0.286 8.2 LOS A 0 0.00 0.67 49.0
8 T $33 8.3 0.291 0.0 LOSA 0 0.00 0.00 60.0
Approach 539 3.2 0.291 0.2 LOS A 0.00 0.01 $9.9
Not
All Vehicles 1212 5.1 0.291 1.6 Applicable 4 0.07 0.11 57.5

 

Symbols which may appear in this table:

Following Degree of Saturation
# x = 1.00 for Short Lane with resulting Excess Flow
* x = 1.00 due to minimum capacity

Following LOS
# - Based on density for continuous movements

Following Queue
# - Density for continuous movement

+

SIDRA SOLUTIONS

Site: Design 2019 PM Elm at Pearsons
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Processed Nov 29, 2007 03:53:46PM

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about:blank , ‘ 29/11/2007

Section 72

 

 

 

Appendix D

Traffic Survey Data

 

3427-001(1}-Final.doc: 04/12/07

 

 

Section 73

 

 

 

 

 

 

 

CE

Tae on Seok

lL Cc

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

2a us
saosin tne
45 Minute Totals
pera East - Diamond North - Elm Street eterenctin
lovernert z US Yor! 4 . DE Forel) Lx s 7 F Fe Tout
naeowies | - Poiyl é tl Cc lyl l L zr
iv WO HY. £r yy Xu HV. HY. WWE Lyne z Ly BLY Hy z
19 4 2 6 ar o o o Of 46 6 4 o a 8 o o o 46 a7 | 1 a 202
2 3 c 6 50 o a 8 5] 58 4 6 o a a o o o 6 7) + sO 264
6 ea 30 3 83 o o o eo | & 3 a 8 a a o o o as oo | 56 2 i 25
ao 3 ule 3 Ble 2 clue 3 : 0 c|whe co ole s wie su ss
ow lat wl eo a liele 3 é 2 ofmfo to rle ¢ mila tse So
zonosje 6 ele o slulas : 0 oofmfe 3 afi ele sf a
et ales sfo cs ofmln & : 2 ofelco o clu 6 mle 3 8 oe
st gle 2 alec elisls ¢ : oo t[elo o clw 2 sla so on
se BF 3 47[ 0 0 0 frp] ae 1 o ofwz]o 9 «| eps 2 38 305
fi gle 2 glee slmls 2 , ooslals so tle ¢ wis y 3
foe eo a Coe a eee
Table 1
Hourly Totats
- Easi - Olamond Street North - Elm Streat_ Wrareetition
Movement. = i Cs Totsi} 4 UE Total UE t Z Tem
ti rods s tL | © ly L yr
Ca HY. ky wy "5 Hg HVE iv on og Ly. x Lv ony i
4 12} o O Paespae 15) 269 “uw Mj 0 ° oO | Met o 0 o | en zai] 17e 11 (189 143
2s 0 olsofae i sel wo ale o elsrlo «(az we alm women] ian
a o O | 47] 3690 18 882 & m oO a a faatoo 4 a [an 437 | 2220 14 26 1583,
Fs 2 ofenlan a ania s milo o ofes|o ¢ sco a carlan ts om | to sae
ar o O 7 S10] 42 80 Hz e 70 o oO a jaztioo 4 4 | 43 47a| 237) 139° 250 1675,
2 > ofes|ae x sain 7 alo 0 ofsu|o 3 sae so clas tv om| co] te
3 ooclis|es iy mis sels o slits > tie 2 ola © sissl ioe
. ‘Table 2

Cent. Deed Seow

 

 

 

Section 74

 

 

 

 

 

 

 

 

Toh on ore
UN so?
on ee
UBD Reterence: Map XX Fla, x1
Survey Date: Wednesday 20 ne 2007
puwatien of aves hours tos
Survey Period: 15:30 + | 18:00 j
Weather: Fire
Survey by: Australasia Trathe Suaveys j
a wars . 3
i

 

 

15 Minute Totals _

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

roach. South -Eim Sreet East - Diamond Stool - = Wonh- Elm Street
Lee z r z T a CO z T z 5 GE Fora Tox ——3 z Trott] toes
f a
type Pols }t [ce ls | ae
WR nv We Woy ky a Woe | wk tl
o tht 6 79) 0 Oo o|ter| m2 9 7%) 2 +t. 2) 0 6 oO [io] o 0 0 | a9 4 es) 80 «se fir] ate
a fee 1 a7) 0 0 6 J ister 4 as] a 2 a) 0 lo Uo fi] oo ho jo 8 so] 8 8 tc] oer
o pes 0 es} o 0 Uf | mm 5 ofa + to (8 6 fw} oO 6o ho} me 8 la 4 ad tse] a7
1 meer 2 to 0 oftales 5 afar a a] o 0 ofr} o o of m 5 wl se 2 sefire| os
a) 7 9 mio 0 ofiss}en 9 ela 0 a] 0 6 of wf o 1 + im + el 6 sede] ase
2 sige 1 so] o oo ofiste 9 ale 2 alo ao of ]o 3 3) 68 1 ew] 3s 9 a8 ]tor] 351
s omter 0 sry) o 0 of mst 3 mle 8 es] 0 8 fil oo ho Uo | elt ws] oo 1 so] to] 388
sas - wae] 8391s 8 | oC fs} m4 om} aro or) a oo ota] 1 ot fee 2 lo 4 fo] oe
y730- 7s] ao Oe Pez ol ez flo lo CG fife 1 se] as 2 asf oll ld we] ole lhl] os lo ll ltl] 2
azay - 800] st sts a too of ots se a tl ep ot | oo ot ol te ee | aa

Tomwcteres [70S 16 Types 18 bez t 00 0 [uaifess or _vivizey 9 27a1 0 00 fee] 1 «5 ] @s8_2g ear Les a1 a76 J i0ea] sara

Tabte 7
Hourly Totals .

“Approsch ‘South Erm Street East Sect North - Et Steet Vesrseotn
= : a Us Tort] z= : CF Tatel ar i a Jor
fir] FP isp ft | © sf od YT tts) ys
WR Ww wR a Se WwW ew ov gi
+ sta 8 pT oof Perf ars 17 apis 4 17; oo 0 am] O00 | oot ts sto) ter 18 sea | soz | asp
y so;2m 8 zefo 0 of sepa 17 seit 3 to) 0 0 ofemlo 1 + Ja is sol iss 12 ser fare!  tas0
o smj2 6 2a[ 0 0 0 [sea] z 16 soe} ior 9 tw! o 0 oo fal o 4 4/308 10 ssl tse ¢ tse fam] tar
# saya 6 mijo 0 6 fete 1 cs} 3 9] 0 0 fas] o 6 4 |e 8 es} ie 3 ates] asp
PES Sissies sme ils ¢ shales s]e rz): sts] ie
4 seize « 20j 0 0 0 farefass 1 moje 5 1m] 0 0 oo fam] 1 9 4 jo 4 mali 3 tar sea] 1989
s_msiz 4 mio io ofsztes 8 miw 3 ioe ofsmts oo sire 3 aslus 5 ols] zo

 

 

 

 

 

 

 

 

 

 

 

Tabioz

Section 75

 

 

BSERRRE

Perec
Tout
6
126
10
156
200
195
221
176
4
134
1602
Tal
‘Tau

 

6
ue
308
104
135
135
188
308
88
ye
1030
Fetal

WI RS8S583

ty -]_ tlle -oosccced-| ri f]z]--cccce

61

 

c
p
=

 

i Hy jaa 838388 a2]8 ! nee S3 88
fe|—e[2[- oon 20s ols -be}—e [za SRR RAS
E]| bisegeaseegels Hl lp 399838

 

Woon ecascolo loa sceca

 

 

Ww
0
°
.
0
°
o
o
°
°
2
0.
wv.
°
0
a
a
0
0
o

 

Fa
7
a
“
st
“
3

 

 

p]o-e eo eo DoD eO/o | or
z]-}| —
¢
ealo| ww nnn

 

, Corey

UBD Reterence: Map XX Rist. X1 .
Wacnesday 20 dune 2007

Duration of curve:2.5 hours

7

Roger Grameid Gonsutling Pry Ud

ction Raterance: 6652

Intersection No.: 2

 

litersoction: Em Stre0/Peareans Road,

[otont:
‘Survey Dave:
Survey Period:
Weathes:

East Poarsons Rood
z
°
°
'
°
1
°
0
1

TV.
o
0
'
a
'
Q
9
‘
a
a
.
East
wv.
1
2
2
1
2
1
4

 

 

wv
4
7
a
6
19
8
6
"1
4
8
3.

Poly c
Pofjy F

 

 

 

 

“South - Elm Sireot
"South - btn Suroot

z]4 --nondenaly tao SR ARR

nf —lzlen + eevee on

 

Ww
124

 

 

 

 

 

 

 

 

"Wevernent
Theme Porto
Taal Petes | $6246 4301
roach
lower get
Tine Period
60

700
Ts -

 

 

 

 

 

 

 

 

15 Minute Totals
roach
Hourly Totals

 

 

Section 76

 

 

i
Tas
zz
199
18
200
18t
16
167
176
158,
a7
187
Table 1

Toa
7a?
738
097
82
se
682
58s

 

iE] I [Esaasces sale

a L te We noon nonn ole

ty P)_t]tlo sooo cc ecole a

Z]--oa-won-o

Fatal
378
38
320
2
268
266
2

 

WE
2
2
2
3
$
5
2

3

Ww
2
2
a
a
5
5
2

Table

 

z

105
0
oe
93
er

BRSSE

North - Ei Street
1

0
North - Em Street.

z

m4

a mB

a7

231

283

28

23

je}—+]z/> fan -owanals p+ [za 2 te oe!
Blgea SSRs scale BIR SRR RSA

 

 

 

Ww
a
o
a
9
a
°
a
a
9
a
¢
we

loaccece

 

 

te
Cc
wy
°
°
°
°
°
e
°
°
°
°
é
—
Cc
wv
°
°
°
°
°
°
2

 

Zw

 

Elm StresvPearsons Road, Cooroy

1UBO Reterence: Map XX Ret, x0

[Survey Date:

‘Wectreraciny 20 ure 2007

 

wv
0
a
a
0
a
a
0

East - Pearsons Rosd

z

1

1

1

1

o

9

1

°

1

o

3
East - Pearsons Road

 

p|-- - -coronole Bi] e a oe oe — we
Weoononeve-|9 Weer reer
«| ES BI- -cocso
alee cmon con 9 aisenreas

 

retal

BERRE BE

Heensane

 

Al |BSe8sae se a3 Fe
Ce

ook By

co
°
°
@
a
a
°
@
°

zlo oo oc 00

lo - nano

 

ZW

BRATS LES

eecela leoeeeoa

We

‘South - Elm Stroat

extn EI

Hy,

a

o

a

9

a

9
‘South - Elm Street.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

i p)eeenesceenal PIRRE SARS
3 ‘ [ferret | \argeanag
. Ikn]a—|Plinmn none -- + nfs i e— [Elz 6 on Sol
tals a ple ae e BBRS AER

2 ReeReee z ageeaee
' 4 alge, P PESeeee Bla] BREE EEEF
Hil AM) 4 lsacesacedtl aad leaesaas
ue sel 2 lessessseegl] HEH) # pnazegs

Duration of eure 2.5 hour

 
 

 

 

 

 

 

Section 77

 

 

 

 

 

 

 

 

 

 

 

 

 

‘Trading Post Réad/Pearsons Road, Conroy

Roger Bramekd Consulting Pty Lid
UBD Reterence: Map XX Ref, X1

 

[Cfent:
Clent Reference: 6452

330

Wednesday 20 Jurie 2007

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Survey Date:
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EES A288 - PeeeSeerese = weer eset

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Section 79

Traffic Analysis and Reporting System
WEEKLY SUMMARY REPORT

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR)
Road Section fl 45 COOROY CONNECTION ROAD
Site 20050 100M SOUTH OF KIN KIN RD
Type Gowege Tit
Site Stream Gazettal Direction

Traffic Class 00 All Vehicles
Data Class —P Volume

 

 

Mean Counts for
| 07-APR-2000 }}

{27-APR-2000_]}

 

_]
|
i

 

 

 

 

] Range [0 |

Average Average

Average
‘Thursday y Week Day % Week End

Hour Friday Saturday 4 Sunday y | Monday y Tuesday y Wednesdays, Day

12 Hour
16 Hour
18 Hour

24 Hour

AVG Week Day

(33.039

1
[105.459]

 

(ers) (sq

 

AVG Week End
AVG Day

LES ee LES
com Fos Feel oR oom oem

 

 

 

 

 

 

122.9%

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

bes [—Every Day —Week Day — Week End |
BOD.

Mean Traffic Flow by Hour of Day} NY

: et
0 T T T OT tT T qT 7 qv T v T 7 v TT T v T t TOT CT
Q 1 2 3 4 5 6 7 8 9 10 #11 #12 #13 #14 #16 #16 #47 «18 #19 20 24 22 23 24
HOUR ENDING

TAR310 Page 1 of 1 Printed on 22-May-2000 at 11:35

Section 80

 

MC Main Roads WEEKLY SUMMARY REPORT

Traffic Analysis-‘and- Reporting-System

 

 

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR)

Mean Counts for

 

Road Section [145 COOROY CONNECTION ROAD

[_07-APR-2000 |

L_Jt_J

 

Site 20050 100M SOUTH OF KIN KIN RD

5.91

| [[27-APR-2000_}

 

Site Stream Against Gazettal

 

 

Traffic Class 00 All Vehicles

|
_]

 

Data Class 0 Volume ] Range {

o |

 

Hour Fridey Saturday « Sunday % Monday 4 Tuesday « Wednesdays

4)

12 Hour
416 Hour
18 Hour
24 Hour

45° al

Thursday 4 WeekDay 4 Week End 4

Average. A Average

Day

 

\VG Week Day 96.0%] 94.3% [oat

(i084

 

79.2%]

[107.7%
92.3

‘VG Week End
VG Day 101.5% 59.79) 770.0%

 

1 16.9

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

f— Every Day — Week Day — Week End |
800
Mean Traffic Flow by Hour of Day[/—
600 VV / Sas
[| / —=\\
If \
[ / \
P [/ \
° ST ott
0 1 2 3 4 § 6 7 a 9 10 19 12 13 14 15 16 17 18 19 20 24 22 23 24
HOUR ENDING
TAR310 Page 1 of 1 Printed on 22-May-2000 at 11:37

Section 81

Traffic Analysis and Reporting System

 

 

 

 

 

 

 

 

 

 

 

 

M2 Main Roads WEEKLY SUMMARY REPORT
District 2 NORTH COAST HINTERLAND DISTRICT (MR) : Mean Counts for
Road Section [145 COOROY CONNECTION ROAD ]  [2CAPR2007 |
Site 20050 100m South of Rd 141-Kin Kin Rd " : | [_15-JUN-2007 |]
Type Dist

Site Stream (Gazettal Direction |

Traffic Class 00 All Vehicles |

Data Class 0 Volume ] Range [0]

 

 

Average Average
Hour Saturday % Sunday q Monday % Tuesday « Wednesdays Thursday » Friday % Week Day % Week End »

Average
Day *

Peaks afi) value Time Value Tima Value Time Value Value Time _ Va! ate rom 38 Time__ Value ea mn Time _ Value

AM ieee 197 (124g 124) (x2: 39 [aay (a 1
PM We 16: fred —he
[87.8

12 Hour
16 Hour
18 Hour
24 Hour

 

AVG Week Day (355R cory (558 (arq 1087

 

 

 

 

 

AVG Week End (117.63 86.4
AVG Day 102.34 T1224 117.54

 

 

 

[Fase 34
174

 

 

|--Every Day —Week Day —WeekEnd ||
ooo =

 

' QE \
Op SN
“ ff iY
L. Ss.
-

EI

 

Todo

$ 10 11 12 13 14 15 16 17 18 19 20 24 22 23 24
HOUR ENDING

 

°
wo
0

a4

 

 

 

 

TAR310 Page 1 of 1 Printed on 26-Jun-2001 at 09:29

Section 82

WEEKLY SUMMARY REPORT

Traffic Analysis and Reporting System

 

 

District 7 NORTH COAST HINTERLAND DISTRICT (MR)
Road Section fl45 COOROY CONNECTION ROAD

‘| Mean Counts for
| | 21-APR-2001 |

 

 

 

 

 

 

 

 

 

 

 

Site 20050 100m South of Rd 141-Kin Kin Rd | | 15-JUN-2001 ]
Type TDist 5.91
Site Stream Against Gazettal |
Traffic Class 00 All Vehicles |
Data Class 0 Volume _] Range [ 0]
Average Average Average
Hour Sunday 4% Monday » Tuesday % Wednesdays Thursday y Friday 4 WeekDay % Week End % Day %

Saturday

 

Value Time Vane Time Value reg mr Time vaue 7 waive

a a T23 3 8:4!
y TB 16:¢:

Time
ve

PM

12 Hour
16 Hour
18 Hour
24 Hour

AVG Week Day

  

 

Value

mee re a on a

 

 

 

 

AVG Week End [707.5% — (az5eq
AVG Day rs 75.0%

 

 

 

 

 

 

 

 

 

 

 

 

 

— Every Day
p40 =

2200

Traffic Flow by Hour of

ooo

1600

11400

200

800

400

200

 

—Week Day

 

— Week End

 

 

 

o 1 2 3 4 5 6 F7 8B 9 10 14 12 13 14 15 16 17 18 19 20 21 22 23 24
HOUR ENDING
TAR310 Page 1 of 1 Printed on 26-Jun-2001 at 09:32

 

Section 83

MC Main Roads! WEEKLY SUMMARY REPORT

Traffic Analysis and Reporting System

easy

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR)

Road Section [145 COOROY CONNECTION ROAD

Mean Counts for

27-MAR-2002

 

Site 20050 North of Pearsons Rd

Type overage |

Site Stream (Gazettal Direction

30-APR-2002

 

 

Traffic Class [1A Short Vehicle

=
J
J
J

 

 

Data Class 0 Volume

 

Hour Wednesdays Thursday % Friday 4 Saturday 5 Sunday 4 | Monday » Tuesday

Value
TES Ta 4) 32% 4
Hi Wi: 3 AK

a
PM

12 Hour
16 Hour
18 Hour
24 Hour

Ave Wook Oay [T0EY (TOES

value Time vais TimeValue Time Value Time vate Time. Value Time

42:4 42. 12; - [12:49 124
48 421 Heed —zod

~ | Range [ 0 |

Average Average
% Week Day % WeekEnd

Average

Day

Value Value, re aa

cea ae
[trot [1530939

 

160.0%

 

ANG Day

Gl cen

AVG Week End
Gc

107 5%

123.2%
105.794

 

 

 

 

 

 

 

 

|— Every Day

— Week Day
ooo

—Week End |

 

 

Mean Traffic Flow by Hour of Day}

800

 

wx [of
UL

200

 

TT
9

TTT TTT F

 

HOUR ENDING

7
10 14 12 13 14 16 16 17 18 19 20 24 22 23 24

TT TT

 

 

 

TAR310 Page 1 of 1

Printed on 16-Jul-2002 at 16:17

Section 84

Wn toal

 

faffic Analysis and Reporting System

WEEKLY SUMMARY REPORT

 

cS

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR)

Road Section it 45 COOROY CONNECTION ROAD
Site 20050 North of Pearsons Rd

Type

Site Stream Gazettal Direction

Mean Counts for
| { 27-MAR-2002 }
| { 30-APR-2002 |

Dist

 

Traffic Class fic Articulated Vehicle

J

 

Data Class 0 Volume

_| Range |

 

 

Hour Wednesdayy Thursday 4

Friday 4

Saturday y Sunday

 

 

Average Average
Tuesday y WeekDay % WeekEnd y

Average
Day

Monday *

 

 

 

Time Value Time _Vatue Vaiue Time Value ae. Value Vatue Time Value Time Value 7 ees Time Value
a ira q ee q tea 4 Ho 4 teed —O cea ee ‘faeg — | [rai —4 Grd [12:44]
PM ‘4 17: 4 [24:
12 Hour
16 Hour
18 Hour
24 Hour

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

AVG Week D: g (38.84 (a7 105.0% 14.7% 75.69
AVG Week End (28 — (33 {200.04 (eg 680.0% 100.0% 514.3%
AVG Day (ii8-7%q 94.49q (2789 = 38.94 (734 (7194.44 Taz 5H 19.4% 100.0%
[Every Day ——Week Day -—Week End |
4
Mean Traffic Flow by Hour of Dayf
\_]
A AL i fe
| PoE SAE
jo LV
o 1 2 3 4 &§ 6 7 8 9 0 14 12 139 14 15 16 17 18 19 20 21 22 23 24
HOUR ENDING

 

 

 

TAR310 Page 1

of 1 Printed on 16-Jul-2002 at 16:31

Section 85

\ Traffic Analysis and Reporting System ARMISy
MC Main Roads WEEKLY SUMMARY REPORT

 

 

 

 

 

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR) ] Mean Counts for
Road Section it 45 COOROY CONNECTION ROAD | 27-MAR-2002
Site 20050 North of Pearsons Rd | [ 30-APR-2002 |

 

Site Stream Gazettal Direction "|
Traffic Class {18 Truck or Bus ]

Data Class 0 Volume ] Range [0]

 

 

 

 

 

Average Average Average
Hour Wednesdays Thursday 4, Friday 4 Saturday y Sunday y, Monday 4 Tuesday % WaeekDay % Week End % Day *

  

Peaks Time Value Time Value Time Value Time Value Time Value Time Value, Value Time Value es TimeValue

AM i ‘41 a 41:1. es Te TT4 11:43
PM 15:30 17:4 16: " 15: T55 16:1

 

 

 

 

 

 

 

 

 

 

 

 

12 Hour wa a2.5
16 Hour 97.9
18 Mour 100 93.4
24 Hour TAi0.9

AVG Week Day (773.599 (ory (ora ELE (2614 100.094 - 36.4%

AVG Week End 123.0% [780% 197.294 700.0% 165.2%

AVG Day 173.8% (4734 [34598 (134 115.8% C054 100.0%

 

 

 

 

 

 

 

 

 

[— Every Day —WeekDay — Week End |
60

Mean Traffic Flow by Hour of Day oN‘

 

[~nVN
pp LZ

 

 

 

9 T 7 T T T on T T qT qv T v v T F T T 1 t T qT
© 1 2 3 4 5 6 F 8 § 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
HOUR ENDING

 

 

 

TAR310 Page 1 of 1 Printed on 16-Jul-2002 at 16:26

Section 86

 

 

~— es Traffic Analysis and Reporting System
& Main Roads WEEKLY SUMMARY REPORT

 

 

 

 

 

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR) } Mean Counts for
Road Section (145 COOROY CONNECTION ROAD ] 27-MAR-2002 |
Site 20050 North of Pearsons Rd | 30-APR-2002 |

 

Site Stream ‘Against Gazettal |
Traffic Class {fA Short Vehicle |
Data Class 0 Volume ° | Range [90 |

 

 

 

 

 

 

Average Average Average
Hour Wednesdayy Thursday « Friday 4 Saturday « Sunday 9 Monday 4 Tuesday » WeekDay % WeekEnd % Day %

  

 

 

  

 

 

Peaks Time Vatue one vate Time vane Vatue Time Value Time _" Value Time Vatue TimeValue Time Value Time. Value,

AM EX! a4 ite 23 ‘ oq [ &: [ 6:49

PM 16: 16:7 174 [15:30

12 Hour

16 Hour

48 Hour

24 Hour
AVG Week Day (702.999 100.74 T0725 e4a6%q (06.494 100.0% 33.9% 95.4%
AVG Week End 119.2% 100.0% 113.7%

 

 

 

 

 

 

 

108.0% $4.0%
Av Day (rose [—Toe.85]|— sr To.

 

 

 

 

 

j— Every Day —WeekDay —Week End |

 

1500

 

Mean Traffic Flow by Hour of Day}

A

IL? 4&

. fi NN
[7 \

_ Sf a

a a ee a ee
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

HOUR ENDING

 

1000

 

 

 

 

 

 

TAR310 Page 1 of 1 Printed on 16-Jul-2002 at 16:25

Section 87

> at Traffic Analysis and Reporting System
MC Main Roads WEEKLY SUMMARY REPORT

 

 

District @ NORTH COAST HINTERLAND DISTRICT (MR) Mean Counts for

Road Section fi45 COOROY CONNECTION ROAD 27-MAR-2002

Site 20050 North of Pearsons Rd i 30-APR-2002 |;
Type Tot 35]

Site Stream (Against Gazettal |
Traffic Class [1B Truck or Bus |
Data Class 0 Volume ] Range [0]

 

 

 

 

Average Average Average

Hour Wednesdayy Thursday % Friday 4 Saturday y Sunday 4 Monday » Tuesday x Week Day % WoekEnd % Day

vale TimeValue Time Value rea a Tima Value Time Value Time Value Time Value Time Value Time
a raga ra HE ES | [zag
PM ie Ee 44. 14; Fas i—ia 6:15] i

12 Hour
16 Hour
18 Hour
24 Hour

 

 

AVG Woek Day [166.59 (333@ (375q 370 105.594 [100.0%
‘AVG Week End [fos-7%q EL] 765.5%
AVG Day (roy (05.24 (004 (794 (e244 (rea (tag 112.8%

 

 

 

 

 

 

 

 

 

 

100

Mean Traffic Fiow by Hour of Day
80 -

La
. IRVIN

i. "1
I X

[— Every Day —WeekDay — Week End |

 

 

 

 

 

 

 

 

 

 

 

 

. fe /
20 = + \
9 rT v qT TT qT 1 v v Tv T T T Tv v v TT r qT T
oO 1 2.93 4 6 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 24 22 23 24
HOUR ENDING
TAR310 Page 1 of 1. Printed on 16-Jul-2002 at 16:30

Section 88

Traffic Analysis and Reporting System

 

iM Main Roads

“WEEKLY SUMMARY REPORT

 

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR)

Road Section [145 COOROY CONNECTION ROAD |

Mean Counts for

27-MAR-2002

 

Site 20050 North of Pearsons Rd |

Type

[30-APR-2002 |

Tost [33]

 

Site Stream Against Gazettal

 

Traffic Class [iC Articulated Vehicle

]

 

Data Class 0 Volume

| Range | 0

 

Hour Wednesday Thursday % Friday

Peaks Time Value Time Vatua Time Value Time Value Time Vatue Time Value Time Value

Saturday »

Average Average:
Tuesday % WeekDay % WeekEnd %

Average

Sunday % Monday » Day

Time Value Time Value Time Valus

 

AM
PM

[iz4q
[60g

29 [i24y
3 [re39,

2 (iz
> [tes

[iecg
[74:00

12 Hour
16 Hour
18 Hour
24 Hour

> fiz: 7 [1245
7 [133 5 [830,

7 fiooq—
7] [73:49] 3

70s 12:4 1
E 4 (73: q

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

AVG Week Dat (aq 107.6
ANG Week Day [T55R]  (Sa4 | HOLS (ae | Cm [07.694
AVG Day [aon (re7g (eaq (saat Darra 1077 (i299
|— Every Day —Week Day —Week End |
We
Mean Traffic Flow by Hour of ~
0 — :
h A
| at i a \
9 v Cer PN T T T T r T T T T T T U v TT
0 4 2 3 4 5 6 7 8 8 1 1 12 13 14 15 16 17 18 19 20 21 22 23 24
HOUR ENDING

 

 

 

TAR310

Page 1 of 1 Printed on 16-Jul-2002 at 16:32

Section 89

Traffic Analysis and Reporting System

 

 

 

 

 

 

 

os {Main Roads! WEEKLY SUMMARY REPORT
District & NORTH COAST HINTERLAND DISTRICT (MR) |} Mean Counts for
Road Section [145 COOROY CONNECTION ROAD |} [04-MAR=2003
Site 20050 North of Pearsons Rd |] [(O7-APR-2003]

 

Type overage] Tost | 8S

Site Stream Gazettal Direction |
Traffic Class po All Vehicles _ |

Data Class ) Volume ] Range {o_]

 

 

 

 

 

 

Average. Average Average
Hour Tuesday 4 Wednesday Thursday % Friday 9 Saturday 4% Sunday » Monday q WeekDay « Weekend Day *
7 2 7 1

1
1

Peaks Time Value Time Value Time Value Time Value Time Value rae ag abd ae a ay ae

pu teed ae [read aed [ig ed [rad [trad — ae

 

12 Hour

16 Hour
18 Hour
24 Hour 7

NoWekoy (Cea oy | EA Cae

AVG Week End (Ta [336%
AVG Day (0509 (106.833 (09-394 (13.634 (33999 EI (03-634

 

 

 

 

 

 

 

 

 

 

 

= Every Day —Week Day — Week End ‘|
1500 :

 

Mean Traffic Ftow by Hour of Da

 

r™

_ J \

. LF_\
/ \

_ LY Ss

SSO
Oo 1:2 3 4 5 6 7 8 8 10 44 12 13 14 15 16 17 18 49 20 21 22 23 24

HOUR ENDING

 

 

 

 

 

TAR310 Page 1 of 1 "Printed on 16-Apr-2003 at 15:02

Section 90

 

a | Traffic Analysis and Reporting System ARMISP.
iM? Main Roads WEEKLY SUMMARY REPORT \ a

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

District 2 NORTH COAST HINTERLAND DISTRICT (MR) ~} ~~ Mean Counts for
Road Section i 45 COOROY CONNECTION ROAD I [ 04-MAR-2003 |
Site 20050 North of Pearsons Rd i [07-APR-2003 |
Type TDist
Site Stream Against Gazettal |
Traffic Class 00 All Vehicles I
Data Class 0 Volume | Range [ 0 |
Average Average Average

Hour Tuesday % Wednesdays Thursday , Friday 4 Saturday 4 | Sunday » | Monday », WeekDay 4 WeekEnd 4 Day =

 

Peaks Tima Value Tine Value Tee value. Time Valve Time value Tine. Value. Tae Value Time Value. He a ay aaa

AM [sei 388 10:4 A x a
PM 16:14] Tet aN 7 Te 3 13: 1s a Ferd Hq 334 Lewd

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

12 Hour

18 Hour

18 Hour

24 Hour
AVG Week Day [97.1% 98.394 101.74 107.99 ; 160.0%] 774 93.49
ANG Week End (07.09 [33.09 129.8% 100.0% 121.3%
AVG Day (20339 (705.299 (fos84 (559 {362% {76.79 101. 107.0% 825% 100.0%

—— Every Day + Week Day ~— Week End
1800

Traffic Flow by Hour of

800

600

200

 

o 1 2 3 4 § 6 7 B8 9 10 44 12 13 14 16 18 17 48 19 20 21 22 23 24
HOUR ENDING

 

 

 

 

TAR310 Page 1 of 1 Printed on 16-Apr-2003 at 15:03

Section 91

Traffic Analysis and Reporting System

 

 

 

 

 

 

 

MQ Main Roads! WEEKLY SUMMARY REPORT
District 2 NORTH COAST HINTERLAND DISTRICT | Mean Counts for
Road Section [145 COOROY CONNECTION ROAD | [ 16-MAR-2004 |
Site 0050 North of Pearsons Rd | [_ 12-APR-2004 |

 

Type rat 88)

Site Stream All Site Streams |
Traffic Class 00 All Vehicles |

Data Class () Volume | Range |

 

 

 

 

 

 

Average Average Average
Hour Tuesday 4 Wednesdayy Thursday y Friday %  Seturday % Sunday q Monday q WeekDay y WeekEnd 4 Day 4

Peaks Time Value a Tima Value Time Value aaa, Vatue Tine Value Time Value Time Value Time Value
am = [a4 597] a [s0q_a7q a4q 46g [ 84G Sad (113 437] 90 _— 45a
PM lesa Ferg q Fen a a ben iy EE aay] fa — aa 3aq| [Tea aad [Tete Sag [s0q ati} etg 477

12 Hour

16 Hour 4]
18 Hour Sy

24 Hour

AVG Week Gay [100.194 102.4% 108.04 9784 [90909

AVG Weak End [078 [Teso%q
AVG Day (oer (Fos2q [160%] (oa3g [late (750%) (7.04

 

 

 

 

 

 

 

 

 

 

 

-+EveryDay —Week Day —Week End
2200

12000

in Traffic Flow by Hour of
1800
600
1400
1200

1000

B00

8

 

0 12 3 4 5 6 7 8 9 1 11 12 13 14 16 168 17 18 19 20 24 22 23 24
HOUR ENDING

 

 

 

 

TAR310 Page 1 of 1 Printed on 11-May-2004 at 12:12

Section 92

* ; Traffic Analysis and Reporting System
— Q oveesstan Government - > WEEKLY SUMMARY REPORT
© ongicitmert of eae mead

 

 

 

 

 

 

 

 

District 2. NORTH COAST HINTERLAND DISTRICT | Mean Counts for
Road Section {145 COOROY CONNECTION ROAD | [_17-MAR-2005° |
Site 20050 North of Pearsons Rd |  [[07-APR-2005 7]

 

Type COVERAGE Toist [3.3

Site Stream (All Site Streams |
Traffic Class 00 All Vehicles

SS =

q Range j; 0 ¢

 

 

 

Data Class 0 Volume

DO pee a eo

eet

 

 

Hour Friday Saturday Sunday 4 | Monday q Tuesday 4 Wednesdayy Thursday % WeekDay q WaekEnd y Day

“1

+

Peaks nine... Value Time Value Time _Valua_ Time _Vatue Time Vatue_ ylime__ Vatue_ ime... Natue ame Value Time Value Time.
AM

  
 
 
 

    

 

12 Hour
16 Hour
18 Hour
24 Hour

Average Average Average

 

 
  

| _ 423 f 8:46 4757 8:45 8G, Ba STAT Ba! Peas” 840 71200 456, 9:00
at aeh 3 7 2 ro - Seta Es ea - 387, seh F508] ~ ae 8 ma.
a PBS ITSO 604 | 16:18 Bit

%

Value |

 

AVG Week Day O12 (tors [102.8%] {168.359 100.0% 74.079

92.6%

 

AVG Week End 108.9! 94.1 135.2% 100.0%

 

 

 

 

 

125.2%

 

 

AVG Day 103.6% 87.0 72.8 96.5% 170.1% irq iro 108.0% 79.9%

 

100.094

 

 

 

 

be EveryDay -WeekDay —=-Week End }

 

 

 

 

 

 

 

 

 

i600 | eo
Mean Traffic Flow by Hour of Day
fa’
is “An
400 f: f
ie (7
ae 4
ae é
ge
fs oF
af
A /
200 ie T
ay /
ff
CT
(ed
io"
o + Eom *
T v T T T v T T T qT q T 7 T T T T T T
o 1 2 3 4 5 6 7 8 9 10 14 12 13 14 18 18 17 18 49 20 21 22 23 24
HOUR ENDING

 

 

 

 

TAR310 Page 1 of 1 Printed on 13-Apr-2005 at

16:41

Section 93

sland Tratfic Analysis and Reporting System
ent WEEKLY SUMMARY REPORT

 

District NORTH COAST HINTERLAND DISTRICT ~__] Mean Counts for

Road Section [145 COOROY CONNECTION ROAD | [10-MAR-2006 ]
Site 20050 North of Pearsons Rd | [ 30-MAR-2006 |
Type TDist
Site Stream All Site Streams ‘I
Traffic Class 0 All Vehicles
Data Class 0 Volume | Range [0 |]

 

 

 

 

 

 

 

 

 

Average Average Average
Hour Friday , Saturday % Sunday ~% Monday % Tuesday q% Wednesdays, Thursday 4, WeekDay 4, WeekEnd % Day

1

Peaks rae a RE Va m3 rea om rea eat Tine Value Hime Value “ine Vatue Time Value Time Value Time Value
aM fas [sog "say
PM Head —ese Had ia [ea = [ea—ad = head od Te ee a oa [Te 619 [15:00 426 [16:15

12 Hour

16 Hour

18 Hour ! E

24 Hour 1 1
AVG Week Day [ 104: =] Ea? (99.194 (98.54 [103.799 100.094
AVG Week End (iae.69q [et 137.5
AVG Day (334 I 85.64 (20% (02193 (0754 (ose 11259 108.5

 

 

 

 

 

 

 

 

 

 

 

 

 

 

firEveryDay —-Week Day =WeekEnd |

 
     

600 —F— - ee HH ty - aro fs -ar ee a

 

   

 

    

re TT
Oo o4 2 3 4 5 6 7 B 9 10 11 12 413 14 15 16 17 18 19 20 21 22 23 24

HOUR ENDING

 

 

 

 

TAR310 - j Pagelof1 . ....... Printed.on 19-Apr-2006 at 16:25

Section 94

Section 95

 

 

I

         

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