Traffic Report - Home - Blacktown City

Prepared for:

BP Australia

25 September 2019

The Transport Planning Partnership

E: [email protected]

BP Service Station, Schofields

Traffic Impact Assessment

BP Service Station, Schofields

Traffic Impact Assessment

Client: BP Australia

Version: V02

Date: 25 September 2019

TTPP Reference: 19081

Quality Record

Version Date Prepared by Reviewed by Approved by Signature

V01 11/06/19 Theo Jones Oasika Faiz Ken Hollyoak Ken Hollyoak

V02 25/09/19 Oasika Faiz Oasika Faiz Ken Hollyoak

19081-R01V02-190925-TIA i

Table of Contents

1 Introduction ................................................................................................................................. 1

2 Existing Conditions ...................................................................................................................... 2

2.1 Abutting Road Network ................................................................................................... 3

2.1.1 Schofields Road ........................................................................................................ 3

2.1.2 Tallawong Road ........................................................................................................ 4

2.1.3 Themeda Avenue ..................................................................................................... 4

2.2 Pedestrian and Cyclist Facilities ...................................................................................... 5

2.3 Public Transport Facilities ................................................................................................. 6

3 Proposed Development ............................................................................................................. 8

3.1 Development Description ............................................................................................... 8

3.2 Vehicle Access Arrangements ....................................................................................... 9

4 Parking Assessment ................................................................................................................... 10

4.1 Car Parking Requirements ............................................................................................. 10

4.1.1 Roads and Maritime Requirements ...................................................................... 10

4.1.2 Adequacy of Car Parking Provision...................................................................... 11

4.2 Drive-Through Lane ........................................................................................................ 11

4.3 Accessible Parking Requirements ................................................................................ 12

4.4 Servicing and Deliveries ................................................................................................. 12

4.5 Car Park Layout .............................................................................................................. 12

5 Traffic Assessment ..................................................................................................................... 13

5.1 Traffic Generation Estimate ........................................................................................... 13

5.1.1 Roads and Maritime Guide ................................................................................... 13

5.1.2 Service Stations Analysis Report ............................................................................ 14

5.1.3 Adopted Traffic Generation Estimate .................................................................. 15

5.2 Background Traffic Generation .................................................................................... 15

5.3 Traffic Modelling ............................................................................................................. 16

5.3.1 Modelling Scenarios ............................................................................................... 16

5.3.2 Traffic Distribution .................................................................................................... 16

5.3.3 Intersection Modelling Criteria .............................................................................. 18

5.3.4 Traffic Impact .......................................................................................................... 18

6 Conclusion ................................................................................................................................. 20

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Tables

Table 2.1: Existing Bus Services and Frequencies .............................................................................. 7

Table 4.1: DCP Car Parking Requirements ....................................................................................... 10

Table 4.2: Roads and Maritime Car Parking Requirement ............................................................. 11

Table 5.1: Traffic Generation Estimate (Roads and Maritime Guide) ........................................... 14

Table 5.2: Trip Generation Estimate (Service Station Analysis Report) .......................................... 15

Table 5.3: Level of Service Criteria for Intersection Operation ...................................................... 18

Table 5.4: Intersection Operation ...................................................................................................... 19

Figures

Figure 2.1: Locality Map ....................................................................................................................... 2

Figure 2.2: Abutting Road Network ..................................................................................................... 3

Figure 2.3: Indicative Themeda Avenue Extension ........................................................................... 4

Figure 2.4: Blacktown City Council Bike Plan 2016 ............................................................................ 5

Figure 2.5: Site Proximity to Public Transport Facilities ....................................................................... 6

Figure 3.1: Proposed Site Layout ......................................................................................................... 8

Figure 3.2: Proposed Slip Lane on Tallawong Road .......................................................................... 9

Figure 5.1: Year 2026 Base Traffic Volumes ...................................................................................... 17

Figure 5.2: Year 2026 Base + Development Traffic Volumes .......................................................... 17

APPENDICES

A. SITE LAYOUT

B. SWEPT PATHS

C. SIDRA OUTPUTS

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1 Introduction

This traffic impact assessment report relates to a proposed service station, drive-through fast

food outlet, car wash and convenience store with associated car parking at 1-9 Tallawong

Road, Rouse Hill (Lot 291 DP 1213279). A development application (DA) is to be lodged with

Blacktown City Council seeking approval for the proposed development.

The Transport Planning Partnership (TTPP) Pty Ltd has prepared this report on behalf of BP

Australia to accompany the DA.

This report assesses the traffic and parking implications of the proposed development and is

set out as follows:

▪ Chapter 2 discusses the existing conditions including a description of the subject site

▪ Chapter 3 provides a brief description of the proposed development

▪ Chapter 4 assesses the proposed on-site parking provision and internal layout

▪ Chapter 5 examines the traffic generation and its impact, and

▪ Chapter 6 presents the conclusions of the assessment.

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2 Existing Conditions

The subject site (the ‘site’) is located adjacent to the north-western corner of the Schofields

Road and Tallawong Road intersection in Rouse Hill and falls within the Blacktown City

Council. Notably, the site is located within the North West Growth Area, where an anticipated

33,000 homes are to be provided over the next ten years, along with various community and

public transport services necessary to support growth.

The site is currently vacant and has an area of approximately 7,440m2.

The location of the site and its surrounds is shown in Figure 2.1.

Figure 2.1: Locality Map

Source: Google Maps Australia

Land use in the area predominantly comprises low-density residential to the south and the

new Tallawong Metro Station to the immediate east, which began operation in May 2019.

Notably, the Rouse Hill Town Centre is located within 2km east of the site and is a 30-minute

walk or a 13-minute train trip.

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2.1 Abutting Road Network

The site is bound by Tallawong Road to the north and east, Schofields Road to the south and

Old Tallawong Road to the west, which is understood to be closed. A number of the roads in

the vicinity of the site have recently been upgraded.

Figure 2.2: Abutting Road Network

Source: Nearmap (aerial image dated 7 April 2019)

2.1.1 Schofields Road

Schofields Road is classified as an arterial road (RMS State Road 687) and upgrade works

between Windsor Road, Rouse Hill and Richmond Road, Marsden Park were completed on 28

June 2018.

The upgrade is intended to meet future transport needs associated with the North West

Growth Area. In the vicinity of the site, Schofields Road has widened from a single lane in

each direction to a two-way four-lane divided road, with a wide central median enabling

possible widening to six lanes in the future. Schofield Road is understood to be 70 km/hr and

no parking is permitted on-street.

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2.1.2 Tallawong Road

Tallawong Road is aligned in a north-south direction between Guntawong Road and

Schofields Road.

Tallawong Road has been recently upgraded and features two lanes in each direction plus

auxiliary lanes on approach to intersections. Parking is not permitted along Tallawong Road in

the vicinity of the site. It is understood that Tallawong Road has a 70km/hr speed limit.

2.1.3 Themeda Avenue

Themeda Avenue is a new road which provides vehicular and pedestrian access to the new

Tallawong Metro Station and associated commuter car parks. It joins Tallawong Road as a

signalised intersection at the northern corner of the site. Themeda Avenue is understood to

function as a local road and is assumed to operate with a 50 km/hr speed limit.

As part of the Sydney Metro Northwest works, it is proposed to extend Themeda Avenue to

the west, which would run along the northern boundary of the subject site. As well as

providing access to the subject site, the Themeda Avenue extension is to provide access to

the proposed light industrial area to the west of the site. The intersection design is currently

under development however, an indicative layout of the proposed extension is shown in

Figure 2.3.

Figure 2.3: Indicative Themeda Avenue Extension

Source: SMEC Australia, 2019, Sydney Metro Northwest Finishing Works – Signalised Development Access off

Tallawong Road Stage 2 Design Report

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2.2 Pedestrian and Cyclist Facilities

Nearby roads are generally provided with pedestrian footpaths on both sides of the road,

and signalised pedestrian crossings are provided adjacent to the site, including at the

Tallawong Road / Themeda Avenue and Tallawong Road / Schofields Road intersections.

The recent upgrades to Schofields Road have resulted in the provision of a new off-road

shared path on each or one side of the corridor, thereby connecting the site to Rouse Hill and

Schofields in respective east-west directions. The eastern side of Tallawong Road and

northern side of Themeda Avenue also includes new shared paths, providing cycling access

to Tallawong Metro Station.

The shared paths on Tallawong Road and Themeda Avenue are shown as “Proposed

Developer Funded” on Council’s current cycleway map as shown in Figure 2.4.

Figure 2.4: Blacktown City Council Bike Plan 2016

Source: https://www.blacktown.nsw.gov.au/Sport-and-recreation/Sport-and-Leisure/Walk-run-cycle#section-4

https://www.blacktown.nsw.gov.au/Sport-and-recreation/Sport-and-Leisure/Walk-run-cycle#section-4

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2.3 Public Transport Facilities

The site is well accessed by public transport with the Tallawong Metro Station located

approximately 420m northeast of the site. The new North West Metro line provides services to

Chatswood every five minutes during the peak periods and every ten minutes during the off-

peak periods.

There are also several bus stops located within the vicinity of the site on Schofields Road and

at Tallawong Station.

The site’s proximity to existing public transport facilities is shown in Figure 2.5.

Figure 2.5: Site Proximity to Public Transport Facilities

Source: Google Maps Australia

A summary of the existing bus services within a 400m radius catchment from the site is

provided in Table 2.1.

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Table 2.1: Existing Bus Services and Frequencies

Service No. Route Description Approximate Frequency

Peak Off-peak

742 Rouse Hill to Riverstone Every hour

747 Marsden Park to Rouse Hill via Riverstone Every hour

751 Rouse Hill Town Centre to Blacktown Every 12-18 mins Every 30 mins

T72 Rouse Hill to Blacktown Every 30 mins

5133 Riverstone Station to Rouse Hill Anglican College

Once per day - 5632 St Johns PS to Rouse Hill Town Centre

6075 Quakers Hill East to Rouse Hill Anglican College

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3 Proposed Development

3.1 Development Description

The proposed development comprises a service station, drive-through fast-food outlet and

convenience store with associated car parking at 1-9 Tallawong Road, Rouse Hill. The

proposal would include the following provisions:

▪ service station featuring 16 fuel pumps/spaces for light vehicles

▪ one fill point for heavy vehicles up to a 19m AV

▪ 244m2 GFA convenience store

▪ a drive-through car wash facility

▪ a drive-through fast food outlet with approximately 170m2 GFA and 46 seats

▪ 37 car parking spaces, of which one is accessible and two are air and water servicing

spaces

▪ two new driveways, of which one is to be served by a new access road off the proposed

Themeda Avenue extension (as discussion in Section 2.1.3).

The proposed site layout is displayed in Figure 3.1, with the full site plan provided in Appendix

A.

Figure 3.1: Proposed Site Layout

Source: MCHR Architects

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3.2 Vehicle Access Arrangements

The proposed development includes the provision of two access points to serve the site:

▪ 11m wide ingress driveway via left-in slip lane from Tallawong Road

▪ 13m wide two-way driveway from a future access road on the site’s western boundary.

The access arrangements into the site have been coordinated with Roads and Maritime

Services who have indicated in-principal support for a dedicated left-in slip lane into the site,

in additional to the existing two northbound traffic lanes on Tallawong Road.

On this basis, the slip lane access off Tallawong Road has been designed in accordance with

Austroads, 2017, Guide to Road Design Part 4A, which indicates that a 70km/h road requires

a 70m long deceleration lane including a 23m long taper, for a 3.5m lane width.

The proposed access allows for a 70m long deceleration lane beginning 15m from the

tangent point of the intersection – with 15m being the length of the taper given to the

chevron linemarking on Tallawong Road at its intersection with Schofield Road. The proposed

slip lane/ deceleration lane is shown in Figure 3.2.

Figure 3.2: Proposed Slip Lane on Tallawong Road

The above driveways have been designed to accommodate vehicles up to and including a

19m fuel tanker truck. Swept path analysis is provided in Appendix B.

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4 Parking Assessment

4.1 Car Parking Requirements

The parking requirements for the site have been assessed against the Blacktown City Council

Growth Centre Precincts Development Control Plan (DCP), July 2018.

However, the DCP does not stipulate parking requirements for service stations or car wash

facilities. On this basis, the parking requirement has been assessed for the convenience store

as a retail shop and fast food outlet as a restaurant in the DCP.

The car wash has been assessed based on survey data as presented in the report; Proposed

Carwash, 412-416 Liverpool Rd, Croydon, D&H Kane investments, 2006 has been sourced,

which indicates that car wash facilities are required one employee space per car wash lane

and a 2.5 vehicle queueing area per lane.

However, noting that the proposed car wash facility will be an ancillary service to the service

station, the employee overlooking its operation is anticipated to be same as the employee(s)

overlooking the entire site. On this basis, an additional employee space is not required.

Notwithstanding, the site provides sufficient parking in accordance with Councils DCP

requirements as detailed in the car parking assessment in Table 4.1.

Table 4.1: DCP Car Parking Requirements

Land Use Size Parking Rate Required Provision

Convenience Store

(Retail shops/showrooms

greater than 200m2 GFA)

244m2 GFA 1 space per 22m2 GFA 11

Fast Food

(Restaurants/cafes) 167m2 GFA

1 space per 10m2 of dining area

1 space per 3 employees

(See Note 1)

21

Car wash 1 lane 1 employee space + 2.5 vehicle

queueing area per lane 1

Total 33

[1] Four employees assumed

Based on Table 4.1, the development is required to provide 33 car spaces.

4.1.1 Roads and Maritime Requirements

Noting that the DCP does not stipulate a specific requirement for service stations, the service

station parking requirement as recommended in the Roads and Maritime Services’ Guide to

Traffic Generating Developments 2002 (Roads and Maritime Guide) has been reviewed.

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On this basis, Roads and Maritime Guide recommends five spaces per 100m2 GFA of

convenience store on-site and 15 spaces per 100m2 GFA of restaurant area for a service

station. Based on this, the development is required 38 car parking spaces as assessed in Table

4.2.

Table 4.2: Roads and Maritime Car Parking Requirement

Land Use Size Parking Rate Required Provision

Convenience Store 244m2 GFA 5 spaces per 100m2 GFA 12

Fast Food

(Restaurants) 167m2 GFA 15 spaces per 100m2 GFA 25

Car wash 1 lane 1 employee space + 2.5 vehicle

queueing area per lane 1

Total 38

4.1.2 Adequacy of Car Parking Provision

The proposed development is to provide parking in between the requirements of the DCP (33

spaces) and Roads and Maritime Guide (38 spaces), with a proposed provision of 37 car

spaces (including two air and water servicing spaces). The proposed parking provision is

considered satisfactory to accommodate the development.

In addition to the car parking, motorists would also utilise the fuel dispenser spaces and visit

the convenience store after having refuelled the vehicles. The fuel dispensers provide an

additional sixteen spaces.

4.2 Drive-Through Lane

Based on the above car wash report, the car wash lane is estimated to demand queues of

up to three vehicles. The proposed car wash is to accommodate up to six queued vehicles.

The DCP also does not stipulate requirements for drive-through fast food facilities. On this

basis, guidance has been sourced from the Roads and Maritime Services Guide to Traffic

Generating Developments 2002 (herein, Roads and Maritime Guide).

The Roads and Maritime Guide indicates that there should be a minimum of four car spaces

for cars queued from the ordering point, with a queue length of 5 to 12 cars measured from

the pickup point.

It is proposed to provide a queuing area of 6-7 vehicles from the pickup point, and two

vehicles from the order point, with additional overflow within the site’s circulation aisle, which

is considered acceptable. The development also includes two additional waiting bays for

vehicles with longer wait times.

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The proposed drive-through facility is therefore considered satisfactory.

4.3 Accessible Parking Requirements

The Blacktown Growth Centre Precincts DCP does not have any specific parking rates for

accessible parking spaces. The Building Code of Australia (BCA) recommends accessible car

parking spaces to be provided at a rate of 1 space for every 50 car parking spaces or part

thereof. It is proposed to provide one accessible car parking space, which complies with BCA

requirements.

4.4 Servicing and Deliveries

Both the Blacktown Growth Centre Precincts DCP and the general Blacktown City Council

DCP do not stipulate requirements for servicing and delivery bays.

However, based on other service station facilities, the provision of a loading facility

accommodating up to an 8.8m MRV is considered sufficient.

Swept path analysis has been undertaken for the loading dock and this is provided in

Appendix B.

4.5 Car Park Layout

The car park layout and associated access arrangements have been reviewed for

compliance with Australian Standard requirements, namely AS2890:2004. The review included

assessment of the following:

▪ access into the car park

▪ car park circulation

▪ parking space and aisle dimensions.

The proposed car park is compliant with Australian Standards as Class 3 parking spaces

(which have minimum dimensions of a 2.6m wide by 5.4m long parking space with an aisle

width of 5.8) and is expected to operate satisfactory.

Accessible spaces have been designed as a minimum 2.4m wide by 5.4m long parking

space, with a shared area of equal dimensions adjacent to the accessible parking space.

Circulation through the site allows up to a 19m B-Double Vehicle to access the heavy vehicle

fill point.

The proposed car park layout is provided in Appendix A with swept paths with Appendix B.

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5 Traffic Assessment

The traffic generation estimates for the proposed development have been assessed using the

Roads and Maritime Guide and updated traffic generation studies undertaken by Roads and

Maritime for service station developments (Roads and Maritime Services Trip Generation

Surveys, Service Stations Analysis Report, TEF Consulting 2013).

5.1 Traffic Generation Estimate

5.1.1 Roads and Maritime Guide

Service Station

The Roads and Maritime Guide suggests the following peak hour traffic generation equation

for service station developments:

▪ evening peak hour vehicle trips = 0.66 x GFA of convenience store

Applying the above RMS peak hour traffic generation equation, the proposed service station

(244m2) is estimated to generate 161 in the evening peak hour. It is anticipated that a similar

traffic generation could be expected in the morning peak hour.

Further to this, since Schofields Road is a classified State road, the site is expected to attract a

significant proportion of passing trade (i.e. traffic already on the road network passing the

site). The RMS Guide indicates that passing trade for service stations would typically be at

least 50%. Notably, the American Institute of Transportation Engineers (ITE) Traffic Generation

Guide Version 10 suggests that passing trade is generally around 59%, with new primary trips

being around 15% and diverted trips being 26%.

On this basis, the proposed service station could be expected to generate a net additional

66 trips during the AM and PM peak hours (i.e. new primary trips and diverted trips).

Fast Food Restaurant

At this stage, it is not known what fast food restaurant will be provided on-site. Therefore, as a

conservative measure, the fast food restaurant has been assumed to generate a maximum

of 180 trips per hour in the evening peak hour based on the Roads and Maritime Guide’s

average rate for a McDonalds development. It is assumed that 50% of the evening peak hour

trips could occur during the morning peak (90 trips).

The RMS Guide suggests that the proportion of passing trade at McDonalds fast food

restaurants is typically about 35%. On this basis, the fast food restaurant could be expected to

generate a net additional 59vph (AM Peak) and 117vph (PM Peak).

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Car Wash

The Roads and Maritime guide does not provide a trip rate for a car wash. A rate has instead

been obtained from the “Proposed Carwash, 412-416 Liverpool Road, Croydon” report (K&H

Kane Investments Pty Ltd, 2006), which provides an average rate based on the survey data of

several car wash facilities. On this basis, a rate of 13.3 trips per car wash lane has been

adopted, for all two peak periods.

Combined Traffic Generation

A summary of the estimated traffic generation arising from the proposed development is

provided in Table 5.1.

Table 5.1: Traffic Generation Estimate (Roads and Maritime Guide)

Land Use Traffic Generation Estimate

Passing Trade Net Traffic Generation

AM Peak PM Peak AM Peak PM Peak

Service Station 161 161 59% 66 66

Fast Food Restaurant 90 180 35% 59 117

Car Wash 13 13 - 13 13

Total 264 354 - 138 196

Table 5.1 indicates that the proposed scheme is expected to generate a net additional

138vph (AM Peak) and 198vph (PM Peak).

5.1.2 Service Stations Analysis Report

TEF Consulting prepared the Roads and Maritime Services Trip Generation Surveys, Service

Stations Analysis Report on behalf RMS in June 2013. It was produced for the ‘soon to be

issued” updated Guide to Traffic Generating Developments. This study undertaken for Roads

and Maritime Services includes survey data for a number of service stations, with varying

services.

TTPP has undertaken an analysis of the survey sites that include a service station plus

convenience store and a fast food outlet. The surveyed sites included convenience stores

ranging in size between 140m2 and 260m2 and fast food outlets ranging in size between

138m2 and 220m2. Therefore, the surveyed sites are considered to be comparable to the

proposed development.

A comparable assessment of the traffic generation based on a relationship between trips

and the size of convenience store and the number of pumps has been undertaken and is

presented in Table 5.2.

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Table 5.2: Trip Generation Estimate (Service Station Analysis Report)

Land Use Trip Rate Trip Generation

AM Peak PM Peak AM Peak PM Peak

Service Station with fast food outlets

Convenience Store (244m2) -0.171 x Store + 167.26 0.0412 x Store + 186.42 126 196

Number of Pumps (16 pumps) 31.5 x Pumps – 287 46.25 x Pumps – 422 217 318

Sub-Total 126-217 196-318

Car Wash 13 13 13 13

Total - - 137 – 230 209 – 331

Table 5.2 indicates that the proposed development could generate up to 230vph (AM Peak)

and 331vph (PM Peak).

Adopting an average rate of 48% for passing trade, the net increase in traffic generation is

estimated to be up to 120vph and 172vph in the morning and afternoon peak periods

respectively.

5.1.3 Adopted Traffic Generation Estimate

As a conservative measure, the higher of the above traffic generation estimates has been

adopted for the purposes of this assessment, including:

▪ 264vph (incl. 138vph of new trips) in the morning peak

▪ 354vph (incl. 196vph of new trips) in the afternoon peak.

5.2 Background Traffic Generation

The intersection of Tallawong Road and Themeda Avenue has not been fully constructed

with the western approach to be constructed at later date as discussed in Section 2.1.3. In

addition, majority of the North West Growth area near the site and as would be accessed via

Tallowing Road, has not been developed.

On this basis, the traffic volumes anticipated for these roads has been obtained from a

design report prepared by Northwest Rapid Transit (2015) for Tallawong Road (Design Report

Tallawong Road RMS WAD Package 20 Stage 3 for North West Rail Link Operations, Trains and

Systems). The design report included base volumes for the year 2026 AM and PM peak hours

for the above study intersections.

However, the report does not include the proposed extension of Themeda Avenue to the

west and associated development traffic to access Tallawong Road via this intersection. On

this basis, the proposed development traffic to access the proposed road has been

estimated.

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Based on North West Rail Link Technical Paper 2 (Operational Traffic and Transport

Management Plan) prepared by Aurecon/ Arup in October 2012, the proposed light industrial

area (including the subject site and new roads etc) has a site area of 43,000m2. Assuming the

that gross floor area (GFA) equates to around 25% of the total site area and excluding the

subject site area (7,440m2), the remaining industrial area is estimated to have a GFA of

8,998m2.

Based on the Roads and Maritime Guide, the proposed light industrial area would generate

traffic at a rate of 0.52 trips per 100m2 in the morning (47vph) and 0.56 trips per 100m2 in the

afternoon (50vph). This estimated traffic has been included in modelling assessment

discussed below.

5.3 Traffic Modelling

5.3.1 Modelling Scenarios

SIDRA intersection modelling has been carried out for the following intersections:

▪ Schofields Road/ Tallawong Road

▪ Tallawong Road/ Themeda Avenue.

Based on the above, the following scenarios have been assessed in SIDRA:

▪ Scenario 1 – Year 2026 Base Conditions

▪ Scenario 2 – Year 2026 Base + Development.

Scenario 1 includes a SIDRA analysis of the volumes and data presented in the Northwest

Rapid Transit (2015) design report.

Scenario 2 includes the addition of the new Themeda Avenue approach to Tallawong Road

and inclusion of development traffic from the subject service station site and the proposed

light industrial developments to the west of the subject site.

5.3.2 Traffic Distribution

The proposed development traffic has been distributed into the road network based on the

traffic flow distributions of the 2026 base flows. Passer-by traffic (50% of development traffic

generation) is anticipated to largely arrive via Schofield Road with a 50 per cent distribution

to eastbound and westbound directions. The traffic volumes for each modelled scenario is

shown in Figure 5.1.

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Figure 5.1: Year 2026 Base Traffic Volumes

Figure 5.2: Year 2026 Base + Development Traffic Volumes

Year 2026 Base (AM Peak) Year 2026 Base (PM Peak)

303 182 392 25

12 153

347 284 79 324 35 332

380 176 97 109 186 420 187 119

1002 835

136 174

79 56

853 1093

210 172 154 117 165 117 92 196

Schofields Rd

Rid

gelin

e Rd

Tallaw

on

g R

d

Schofields Rd

Rid

gelin

e Rd

Tallaw

on

g R

d

Themeda Ave Themeda AveFuture RoadFuture Road

Proposed SiteAccess

Proposed SiteAccess

Year 2026 Base + Development (AM Peak) Year 2026 Base + Development (PM Peak)

12 32 303 182 34 41 392 25

0 0

132 185

12 153

0 0

34 347 284 79 9 324 35 332

106 139

450 238 112 164 260 512 206 193

970 795

136 174

137 113

821 1053

210 185 154 117 165 136 92 196

Schofields Rd

Rid

gelin

e Rd

Tallaw

on

g R

d

Schofields Rd

Rid

gelin

e Rd

Tallaw

on

g R

d

Themeda Ave Themeda AveFuture RoadFuture Road

Proposed SiteAccess

Proposed SiteAccess

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5.3.3 Intersection Modelling Criteria

The key intersections surrounding the site have been assessed using SIDRA Intersection 8, a

computer-based modelling package which assesses intersection performance under

prevailing traffic conditions.

SIDRA calculates intersection performance measures such as ‘average delay’ that vehicles

encounter and the level of service (LoS). SIDRA provides analysis of the operating conditions

which can be compared to the performance criteria set out in Table 5.3.

Table 5.3: Level of Service Criteria for Intersection Operation

Level of

Service

Average

Delay

(seconds

per vehicle)

Traffic Signals, Roundabout Give Way and Stop Signs

A Less than 14 good operation good operation

B 15 to 28 good with acceptable delays and

spare capacity

acceptable delays and spare

capacity

C 29 to 42 satisfactory satisfactory, but accident

study required

D 43 to 56 operating near capacity near capacity and accident

study required

E 57 to 70 at capacity

At signals, incidents will cause

excessive delays.

at capacity, requires other

control mode

F Greater

than 71

unsatisfactory with excessive queuing unsatisfactory with excessive

queuing; requires other

control mode

Source: Roads and Maritime Guide to Traffic Generating Developments, 2002

5.3.4 Traffic Impact

The result of the SIDRA analysis of the Year 2026 Base conditions and the Year 2026 Base plus

development scenario is presented in Table 5.4 with full results contained in Appendix C.

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Table 5.4: Intersection Operation

Intersection

AM Peak PM Peak

2026 Base 2026 Development 2026 Base 2026 Development

Delay

(sec/veh)

Level of

Service

Delay

(sec/veh)

Level of

Service

Delay

(sec/veh)

Level of

Service

Delay

(sec/veh)

Level of

Service

Tallawong Rd-

Themeda Ave 23 B 23 B 21 B 21 B

Tallawong Rd-

Schofields Rd 35 C 36 C 41 C 44 D

Based on Table 5.4, the proposed development traffic (and traffic to the light industrial sites to

the west) would have a negligible impact on the local road network with delay anticipated

to increase by three seconds in the afternoon peak period at the intersection of Tallawong

Road and Schofields Road and less than one second in the other scenarios.

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6 Conclusion

This traffic impact assessment report relates to a proposed service station, drive-through fast-

food outlet and convenience store with associated car parking at 1-9 Tallawong Road, Rouse

Hill. The key findings of the report are presented below.

▪ The development proposal seeks the construction of a new service station with a total of

8 fuel dispensers for light vehicles (i.e. 16 pumps) and an in-ground fill point for heavy

vehicles. The development also includes a drive-through fast food outlet and a drive-

through car wash facility.

▪ The DCP requires the proposed development to provide 33 car parking spaces.

Comparatively, the Roads and Maritime Guide recommends 38 spaces. It is proposed to

provide 37 spaces, including one accessible space and two air and water servicing

spaces.

▪ The proposed parking facilities will be designed in accordance with design requirements

as set out in AS2890.

▪ Vehicle access includes a left-in slip lane from Tallawong Road and a two-way access

from a new access road along the site’s western boundary. The new access road would

be access via Tallawong Road at the intersection of Themeda Avenue.

▪ The proposed development is expected to generate 264 and 354 vehicle trips per hour in

the morning and evening peak periods respectively. With consideration for passer-by

traffic, this would include 138 and 196 new trips per hour to the area in the morning and

evening peak periods respectively.

▪ SIDRA Intersection modelling has been undertaken to assess the cumulative impact of

the subject development site and surrounding proposed developments. The modelling

indicates that the development would have a negligible impact following the

completion of the proposed development.

Overall, the traffic and parking aspects of the proposed development is considered to be

satisfactory.

19081-R01V02-190925-TIA Appendix A

Appendix A

Site Layout

5000

LANDSCAPE

SETBACK

50

00

LA

ND

SC

AP

E

SE

TB

AC

K

10000

LA

ND

SC

AP

E

SE

TB

AC

K

5000

LA

ND

SC

AP

E

SE

TB

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5

0

0

0

L

A

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S

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A

P

E

S

E

T

B

A

C

K

16120 O/A BUILDING1482515000 O/A CAR CANOPY

1200

8350

FARM TANK

11

52

0

FR

OM

S

IT

E B

OU

ND

AR

Y

37

27

0 O

/A

B

UIL

DIN

G

14

86

5

FR

OM

S

IT

E B

OU

ND

AR

Y

21765 FROM SITE BOUNDARY 12780 CAR WASH

50

00

F

RO

M

SIT

E

BO

UN

DA

RY

72

25

CA

R W

AS

H

1

1

0

0

0

P

R

O

P

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E

D

D

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A

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1

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0

0

P

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P

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S

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D

D

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W

A

Y

74335 FROM SITE BOUNDARY

14

20

5 F

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SIT

E B

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AR

Y3

75

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O

/A

C

AR

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AN

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3000

35

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3600 7800 3600

C

L

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95

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/ / / /

/

/ / / / / / / / / / / / / / /

/

/

/

/

/

/

/

/ / / /

5400

66

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1

3

8

4

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15000

23000

4

7

0

0

0

S

L

IP

L

A

N

E


1

7

4

8

0

2000

UNDERCANOPY DRAINAGE

TO ENGINEER'S DETAILS,

TYPICAL

ByAmendmentDateNo

RevisionDrawing No

A1 Scale A3 Scale Date DrawnProject

Client Drawing Title

ST LEONARDS NSW 2065

ABN 21 096 632 450

TELEPHONE:FACSIMILE:

www.mchp.com.au

SUITE 5, 38-46 ALBANY ST

02 9436 222202 9439 1340

BP AUSTRALIA

BP SCHOFIELDS - PROPOSED TIU & CARWASH DEVELOPMENTLOT 291 DP 12132791-9 TALLAWONG ROADROUSE HILL, NSW 2155

PROPOSED SITE PLAN

19-020 DA01 F

1:250 HALF A1 SCALE 01.03.2019 MF

A 17.05.2019 PRELIMINARY ISSUE FOR REVIEW PPB 21.05.2019 PRELIMINARY ISSUE FOR DA PPC 17.07.2019 LOT AND DP NUMBERS REVISED, TANKER PATH REVISED PPD 07.08.2019 REVISED COLLECTION PIT AND FILL POINT PPE 09.09.2019 REVISED PITS AND CPS PPF 23.09.2019 REVISED AS PER CLIENT COMMENTS PP

INTERNALLY ILLUMINATED

BP HELIOS BUTTONS (Ø914)

TO CAR CANOPY CFC

FASCIA PANELS (TYP)

SCALE: 1:250 @ A1, 1:500 @ A3

PROPOSED SITE PLAN

0

metres

2 5 10 20

OUTLINE OF EXISTING BITUMEN

ROAD

O L D T A L L A W O N G R O A D

SIT

E

BO

UN

DA

RY

58.3

8m

339°3

7'20"

SITE BOUNDARY 145m 162°40'

S

I

T

E

B

O

U

N

D

A

R

Y

3

8

.

3

4

5

m

3

1

6

°

2

1

'

SIT

E B

OU

ND

AR

Y 28.12m

68°31'

S

IT

E

B

O

U

N

D

A

R

Y

3

6

.9

3

m

5

7

°

1

7

'5

0

"

S

I

T

E

B

O

U

N

D

A

R

Y

3

3

.

8

8

m

2

9

3

°

1

0

'

3

0

"

SIT

E B

OU

ND

AR

Y

14.095m

252°40'

S

IT

E

B

O

U

N

D

A

R

Y

1

8

.8

6

5

m

3

3

1

°2

1

'2

0

"

CAR FUELLING

CANOPY

PLANT

ROOM

WASTE

ENCL. 37m²

SHOP &

SERVICE

STATION

244m²

T

A

L

L

A

W

O

N

G

R

O

A

D

TANK 1

UADF 50kL

E10 80kL

TANK 2

PULP 30kL

TANK 3

ULT 60kL

TANK 4

ENTRY

EXIT

APPROACH

SIDE

F

U

T

U

R

E

A

C

C

E

S

S

R

O

A

D

MODIFY KERB TO CREATE

NEW SLIP LANE

FOR DEVELOPMENT

APPROVAL

CAR WASH

SITE ID

SIGN 02

C

O

L

C

O

L

CAR PARKING

CAR PARKING

CA

R P

AR

KIN

G

GREEN DASHED LINE TO

DENOTE NEW 3D DECAL & LED

STRIP TO BE INSTALLED ON

CAR CANOPY CFC FASCIA

PANELS, TYPICAL

ENTRY

PROPOSED LOCATION OF AIR /

WATER POINT REFER DA06

SIGN 09

VACUUM

VACUUM

SERVICE

YARD

ME

CH

'L

P

LA

NT

LOADING

ZONE

DRIVE THRU

WINDOW PICK UP

/ PAY POINT

ORDER POINT

CANOPY

WAITING BAYS

VENTS

LANDSCAPING

9.0m HIGH INTERNALLY

ILLUMINATED SITE ID SIGN

REFER DA06 SIGN 01 / 02

S C

H

O

F

I E

L D

S

R

O

A

D

1

2

3

4

80,000

PROPOSED TANK SCHEDULE

TANK PRODUCT LITRES DESCRIPTION

UADF

NEW 110,000L DOUBLE WALL UNDERGROUND

FUEL TANK

ULT 98

PULP 95

E10

30,000

60,000

50,000

NEW 110,000L DOUBLE WALL UNDERGROUND

FUEL TANK

1

11

1912

27

20

28 35

FAST FOOD SERVICE YARD

SITE AREA + PARKING

36

37

C

A

R

P

A

R

K

IN

G

EXISTING TREES TO BE

REMOVED, SHOWN

DASHED (TYP.)

DISPDISP

PIT

PIT

PIT

DISPDISP

C

O

L

C

O

L

DISPDISP

C

O

L

C

O

L

DISPDISP

C

O

L

C

O

L

PROPOSED DOMINO 8 FUEL DISPENSING

CANOPY WITH 4.7M CLEAR HEIGHT UNDERSIDE,

REFER DRAWING DA05 FOR DETAILS

8x NEW WAYNE HELIX 5000 8

HOSE MPD's

CONCRETE

CROSSOVER

PIT

LANDSCAPING

LANDSCAPING

LANDSCAPING

LANDSCAPING

TURF

LANDSCAPING

BOL

N

E

W

K

E

R

B

NEW KERB

NEW KERB

NEW KERB

K

E

R

B

NE

W K

ER

B

C

O

N

C

R

E

T

E

F

O

O

T

P

A

T

H

BENCH MARK

RL 61.61 AHD

BOL BOL

OIL / WATER

SEPARATOR IN BUNDED

AREA WITH ROOF OVER

AIR &

WATER

DP

FAST FOOD

TIU

167m²

(46 SEATS)

PROPOSED CONVENIENCE

STORE & FAST FOOD TIU

442m²

SITE ID

SIGN 01

9.0m HIGH INTERNALLY ILLUMINATED SITE ID

SIGN REFER DA06 SIGN 01/02

UNDERCANOPY AND

PARKING AREA PAVEMENT

TO BE BLACK OXIDE FINISH

TO BP STANDARDS, TYPICAL

PROPOSED 2x110kL

COMPARTMENTED FUEL

STORAGE TANK FARM

EXTENSION OF ACCESS

ROAD TO FUTURE DETAIL

LOCATION OF PROPOSED

FUEL VENTS STACK

LOCATION OF PROPOSED

FILL POINT

FE

NC

E

NE

W K

ER

B

CARWASH

ENTRY

PROPOSED INTERNALLY

ILLUMINATED "WELCOME BACK

SIGN" REFER DA06 SIGN 08

PROPOSED INTERNALLY

ILLUMINATED EXIT SIGN

REFER DA06 SIGN 08

PROPOSED INTERNALLY

ILLUMINATED ENTRY SIGN

REFER DA06 SIGN 08

EN

TR

Y

EN

TR

Y

31m²

NEW CONCRETE FORECOURT

FILL

POINT

3000 LITRE UNDER

GROUND HOLDING TANK

TO ENGINEERS DETAILS

CH

AN

GE

O

F G

RA

DE

CH

AN

GE

O

F G

RA

DE

DRAINAGE

D

R

A

I

N

A

G

E

BIO 1

DP

DP

FSL 62.00

OSD 2

OSD 1

SITE AREA = 7,439 sq.m

BUILDING FOOTPRINT = 442 sq.m

(NOT INCLUDING WASTE ENCLOSURE.)

CAR PARKING

CONVENIENCE STORE = 5 SPACES / 100 sqm. GFA

FAST FOOD = 1 SPACE / 2 SEATS

REQUIRED - 36 SPACES

PROVIDED - 37 SPACES (INC. 1 ACCESSIBLE.)

LANDSCAPED BIO. RETENTION

AREA TO LANDSCAPE

ARCHICTECTS DETAILS

FENCE AND ARMCO BARRIER

AS REQUIRED TO OSD AREA

BIO

2

OSD AND BIO BASINS TO

ENGINEERS DETAILS

45000 LITRE UNDER

GROUND RAINWATER TANK

TO ENGINEERS DETAILS

HUMECEPTOR TO ENGINEERS

DETAILS

GANTRY

PORTAL

1-9 TALLAWONG ROAD

ROUSE HILL

LOT 291

DP 1213279

AREA OF SITE TO BE

TURFED SHOWN HATCHED

CARWASH ENTRY SIGNAGE

REFER DA06 SIGN 10

TURF

T

U

R

F

TURF

T

U

R

F

LANDSCAPED AREAS:

LANDSCAPED AREA: 40% - 1000m² approx.

TURFED AREA: 60% - 1500m² approx.

INCLUDING OSD

EXCLUDING BIO RETENTION

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3 (42

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AutoCAD SHX Text

61.50

AutoCAD SHX Text

64.36

AutoCAD SHX Text

60.55

AutoCAD SHX Text

60.28

AutoCAD SHX Text

60.17

AutoCAD SHX Text

61.40

AutoCAD SHX Text

1.5

AutoCAD SHX Text

1.5

19081-R01V02-190925-TIA Appendix B

Appendix B

Swept paths

5000

LANDSCAPE

SETBACK

50

00

LA

ND

SC

AP

E

SE

TB

AC

K

10000

LA

ND

SC

AP

E

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TB

AC

K

5000

LA

ND

SC

AP

E

SE

TB

AC

K

5

0

0

0

L

A

N

D

S

C

A

P

E

S

E

T

B

A

C

K


1200

8350

FARM TANK

11

52

0

FR

OM

S

IT

E B

OU

ND

AR

Y

37

27

0 O

/A

B

UIL

DIN

G

14

86

5

FR

OM

S

IT

E B

OU

ND

AR

Y


50

00

F

RO

M

SIT

E

BO

UN

DA

RY

72

25

CA

R W

AS

H

1

1

0

0

0

P

R

O

P

O

S

E

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D

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0

0

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P

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D

D

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I

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W

A

Y


14

20

5 F

RO

M

SIT

E B

OU

ND

AR

Y3

75

00

O

/A

C

AR

C

AN

OP

Y

24

13

5 F

RO

M S

IT

E B

OU

ND

AR

Y1

76

00

F

AR

M T

AN

K

54

00

TY

P

5400

TYP

26

00

TY

P

24

00

24

00

30

20

3

0

0

0

30

00

30

00

3

0

0

0

3000

35

00

TY

P

5500 TYP

3600 7800 3600

C

L

C

L

45

00

95

00

95

00

95

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45

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C

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19m

B

-D

ouble

19m

B

-D

ouble

19m

B

-D

ouble

DATE STAMP

PROJECT No. REV.

TITLE

REV. DESCRIPTION

APP'D DATECHECK

DWG No.PROJECT

DRAWN

SCALE

FIGURE 1

25 SEPTEMBER 2019

190811:500 @A3

A

BP SCHOFIELDS

19m ARTICULATED VEHICLE SWEPT PATH

A ISSUE FOR DISCUSSION

LM OF KH 25/09/19

19081CAD007

Filenam

e: 19081C

AD

007-190925-S

WE

PT

P

AT

H.dw

gD

ate: 25 S

eptem

ber 2019

By: Lalaine.m

alaluan

Forward Reverse

KEY:

Wheel path

Body envelope

500mm clearance

Forward Reverse

KEY:

Wheel path

Body envelope

500mm clearance

7.952 0.158

8.57

6.81

Max 72° Horiz

Max 6° Vert

4.6 1.3 1.3 0.56

6.17

Max 72° Horiz

Max 6° Vert

3.68 1.3 1.3 1.1

5.07

1.21 3.55 1.3

19m B-Double

Overall Length 19.000m

Overall Width 2.500m

Overall Body Height 4.300m

Min Body Ground Clearance 0.540m

Track Width 2.030m

Lock-to-lock time 6.00s

Max Wheel Angle 28.30°

AutoCAD SHX Text

61.50

AutoCAD SHX Text

64.36

AutoCAD SHX Text

60.55

AutoCAD SHX Text

60.28

AutoCAD SHX Text

60.17

AutoCAD SHX Text

61.40

AutoCAD SHX Text

1.5

AutoCAD SHX Text

1.5

5000

LANDSCAPE

SETBACK

50

00

LA

ND

SC

AP

E

SE

TB

AC

K

10000

LA

ND

SC

AP

E

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TB

AC

K

5000

LA

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AP

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TB

AC

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0

L

A

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D

S

C

A

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S

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T

B

A

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K


1200

8350

FARM TANK


50

00

F

RO

M

SIT

E

BO

UN

DA

RY

72

25

CA

R W

AS

H

1

1

0

0

0

P

R

O

P

O

S

E

D

D

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I

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A

Y

1

3

0

0

0

P

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P

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D

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V

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A

Y


54

00

TY

P

5400

TYP

26

00

TY

P

24

00

24

00

30

20

3

0

0

0

30

00

30

00

3

0

0

0

3000

35

00

TY

P

5500 TYP

3600 7800 3600

C

L

C

L

45

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95

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95

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95

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C

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C

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/ / / /

/

/ / / / / / / / / / / / / / /

/

/

/

/

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/

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/ / / /

5400

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1

3

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4

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15000

23000

4

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B99 Vehicle (Realistic min radius) (2004)B99 Vehicle (Realistic min radius) (2004)B99 Vehicle (Realistic min radius) (2004)



DATE STAMP

PROJECT No. REV.

TITLE

REV. DESCRIPTION

APP'D DATECHECK

DWG No.PROJECT

DRAWN

SCALE

FIGURE 2

25 SEPTEMBER 2019

190811:400 @A3

A

BP SCHOFIELDS

B99 VEHICLE SWEPT PATH

A ISSUE FOR DISCUSSION

LM OF KH 25/09/19

19081CAD007

Filenam

e: 19081C

AD

007-190925-S

WE

PT

P

AT

H.dw

gD

ate: 25 S

eptem

ber 2019

By: Lalaine.m

alaluan

KEY:

Wheel path

Body envelope

300mm clearance

Forward Reverse

5200

950 3050

B99 Vehicle (Realistic min radius) (2004)

Overall Length 5200mm

Overall Width 1940mm

Overall Body Height 1878mm

Min Body Ground Clearance 272mm

Track Width 1840mm

Lock-to-lock time 4.00s

Curb to Curb Turning Radius 6250mm

AutoCAD SHX Text

64.36

AutoCAD SHX Text

60.55

AutoCAD SHX Text

60.28

AutoCAD SHX Text

60.17

AutoCAD SHX Text

61.40

AutoCAD SHX Text

1.5

AutoCAD SHX Text

1.5

19081-R01V02-190925-TIA Appendix C

Appendix C

SIDRA Outputs

MOVEMENT SUMMARYSite: 103 [2026 Base AM Schofields Rd-Tallawong Rd]

Traffic volumes based on Tallawong Rd WAD Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 120 seconds (Site User-Given Cycle Time)Variable Sequence Analysis applied. The results are given for the selected output sequence.

Movement Performance - VehiclesDemand Flows 95% Back of QueueMov

ID Turn Deg.

SatnAverage

Delay Level ofService

Prop. Queued

Effective Stop Rate

Aver. No.Cycles

AverageSpeed Total HV Vehicles Distance

veh/h % v/c sec veh m km/hSouth: Ridgeline Drive (S)1 L2 221 2.0 0.341 34.6 LOS C 9.4 66.8 0.78 0.77 0.78 35.32 T1 183 2.0 0.522 47.2 LOS D 9.7 69.1 0.94 0.77 0.94 25.23 R2 162 2.0 0.664 60.0 LOS E 9.4 66.9 1.00 0.83 1.04 27.1Approach 566 2.0 0.664 46.0 LOS D 9.7 69.1 0.89 0.79 0.91 29.8

East: Schofields Road (E)4 L2 123 2.0 0.167 13.6 LOS A 2.9 23.7 0.53 0.61 0.53 48.35 T1 898 5.0 0.578 30.0 LOS C 19.9 141.8 0.83 0.74 0.83 38.96 R2 103 2.0 0.483 60.8 LOS E 5.8 41.6 0.98 0.78 0.98 20.1Approach 1124 4.4 0.578 30.9 LOS C 19.9 141.8 0.81 0.73 0.81 37.8

North: Tallawong Rd (N)7 L2 120 2.0 0.202 36.8 LOS C 5.0 35.9 0.76 0.76 0.76 26.88 T1 102 2.0 0.335 49.1 LOS D 5.4 38.4 0.93 0.74 0.93 26.19 R2 188 2.0 0.515 63.0 LOS E 5.4 38.8 0.99 0.78 0.99 22.1Approach 411 2.0 0.515 51.9 LOS D 5.4 38.8 0.91 0.76 0.91 24.2

West: Schofields Rd (W)10 L2 414 2.0 0.303 8.8 LOS A 6.0 43.0 0.33 0.65 0.33 46.211 T1 1055 5.0 0.704 32.1 LOS C 26.0 184.9 0.88 0.78 0.88 38.012 R2 143 2.0 0.670 63.0 LOS E 8.4 60.0 1.00 0.83 1.06 28.2Approach 1612 4.0 0.704 28.9 LOS C 26.0 184.9 0.75 0.75 0.76 37.9

All Vehicles 3713 3.6 0.704 34.7 LOS C 26.0 184.9 0.81 0.75 0.81 34.8

Site Level of Service (LOS) Method: Delay (RTA NSW). Site LOS Method is specified in the Parameter Settings dialog (Site tab).Vehicle movement LOS values are based on average delay per movement.Intersection and Approach LOS values are based on average delay for all vehicle movements.SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

Movement Performance - PedestriansAverage Back of QueueMov

ID DescriptionDemand

Flow Average


Prop. Queued

Effective Stop RatePedestrian Distance

ped/h sec ped mP1 South Full Crossing 53 32.3 LOS D 0.1 0.1 0.73 0.73P2 East Full Crossing 53 54.3 LOS E 0.2 0.2 0.95 0.95P2S East Slip/Bypass Lane

Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13

P3 North Full Crossing 53 31.6 LOS D 0.1 0.1 0.73 0.73P4 West Full Crossing 53 54.3 LOS E 0.2 0.2 0.95 0.95P4S West Slip/Bypass Lane

Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13

All Pedestrians 316 28.9 LOS C 0.61 0.61

Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay)

MOVEMENT SUMMARYSite: 103 [2026 Base PM Schofields Rd-Tallawong Rd]

Traffic volumes based on Tallawong Rd WAD Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 120 seconds (Site User-Given Cycle Time)Variable Sequence Analysis applied. The results are given for the selected output sequence.


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles



East: Schofields Road (E)4 L2 206 2.0 0.270 15.2 LOS B 5.6 44.4 0.58 0.66 0.58 44.15 T1 1151 5.0 0.816 39.7 LOS C 31.4 223.7 0.96 0.90 1.02 35.06 R2 64 2.0 0.281 58.2 LOS E 3.5 24.9 0.95 0.76 0.95 20.6Approach 1421 4.4 0.816 36.9 LOS C 31.4 223.7 0.90 0.86 0.95 35.4


West: Schofields Rd (W)10 L2 200 2.0 0.138 7.1 LOS A 1.8 12.8 0.22 0.61 0.22 47.911 T1 879 5.0 0.640 33.8 LOS C 21.4 152.6 0.88 0.76 0.88 37.312 R2 183 2.0 0.800 66.4 LOS E 11.3 80.8 1.00 0.90 1.19 27.5Approach 1262 4.1 0.800 34.3 LOS C 21.4 152.6 0.79 0.76 0.82 36.0





Flow Average


Prop. Queued



Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13


Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13



MOVEMENT SUMMARYSite: 101 [2026 Base AM Tallawong Rd-Themeda Ave]

Traffic volumes based on Tallawong Rd WAD Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 80 seconds (Site User-Given Phase Times)


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles


veh/h % v/c sec veh m km/hSouth: Tallawong Rd (S)2 T1 365 2.0 0.155 7.0 LOS A 3.0 21.4 0.45 0.38 0.45 49.73 R2 299 0.0 0.390 20.9 LOS B 7.5 52.7 0.74 0.83 0.93 33.2Approach 664 1.1 0.390 13.3 LOS A 7.5 52.7 0.58 0.58 0.67 40.6

East: Themeda Avenue4 L2 83 0.0 0.068 9.6 LOS A 1.1 7.9 0.37 0.63 0.37 39.26 R2 13 100.0 0.049 31.1 LOS C 0.4 5.1 0.80 0.68 0.80 35.6Approach 96 13.2 0.068 12.4 LOS A 1.1 7.9 0.43 0.63 0.43 38.3

North: Tallawong Rd (S)7 L2 192 7.0 0.731 41.7 LOS C 9.8 72.1 1.00 0.89 1.11 33.88 T1 319 2.0 0.731 35.8 LOS C 10.4 74.1 1.00 0.89 1.11 29.0Approach 511 3.9 0.731 38.0 LOS C 10.4 74.1 1.00 0.89 1.11 31.3

All Vehicles 1271 3.1 0.731 23.2 LOS B 10.4 74.1 0.74 0.71 0.83 35.6




Flow Average


Prop. Queued


ped/h sec ped mP1 South Full Crossing 53 34.3 LOS D 0.1 0.1 0.93 0.93P2 East Full Crossing 53 32.5 LOS D 0.1 0.1 0.90 0.90

All Pedestrians 105 33.4 LOS D 0.91 0.91

Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay)Pedestrian movement LOS values are based on average delay per pedestrian movement.Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: TTPP - THE TRANSPORT PLANNING PARTNERSHIP | Processed: Tuesday, 11 June 2019 6:33:03 PMProject: \\TTPPSRV\Projects\19081 BP Schofields - New DA\07 Modelling Files\19081 SIDRA 190607.sip8

MOVEMENT SUMMARYSite: 101 [2026 Base PM Tallawong Rd-Themeda Ave]

Traffic volumes based on Tallawong Rd WAD Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 80 seconds (Site User-Given Phase Times)


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles


veh/h % v/c sec veh m km/hSouth: Tallawong Rd (S)2 T1 341 2.0 0.202 14.9 LOS B 4.1 29.1 0.65 0.54 0.65 41.83 R2 37 0.0 0.084 25.0 LOS B 1.0 7.3 0.79 0.70 0.79 31.1Approach 378 1.8 0.202 15.9 LOS B 4.1 29.1 0.67 0.55 0.67 40.4

East: Themeda Avenue4 L2 349 0.0 0.295 11.5 LOS A 6.0 42.2 0.48 0.69 0.48 37.86 R2 161 8.0 0.222 21.0 LOS B 4.1 30.5 0.68 0.73 0.68 40.4Approach 511 2.5 0.295 14.5 LOS A 6.0 42.2 0.54 0.70 0.54 38.9

North: Tallawong Rd (S)7 L2 26 48.0 0.549 37.3 LOS C 7.7 57.4 0.94 0.78 0.94 36.48 T1 413 2.0 0.549 31.1 LOS C 8.0 57.2 0.94 0.78 0.94 31.3Approach 439 4.8 0.549 31.5 LOS C 8.0 57.4 0.94 0.78 0.94 31.7





Flow Average


Prop. Queued


ped/h sec ped mP1 South Full Crossing 53 22.5 LOS C 0.1 0.1 0.75 0.75P2 East Full Crossing 53 30.7 LOS D 0.1 0.1 0.88 0.88



SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: TTPP - THE TRANSPORT PLANNING PARTNERSHIP | Processed: Tuesday, 11 June 2019 6:33:04 PMProject: \\TTPPSRV\Projects\19081 BP Schofields - New DA\07 Modelling Files\19081 SIDRA 190607.sip8

MOVEMENT SUMMARYSite: 103 [2026 Post-Dev AM Schofields Rd-Tallawong Rd]

Site Category: (None)Signals - Fixed Time Isolated Cycle Time = 120 seconds (Site User-Given Cycle Time)Variable Sequence Analysis applied. The results are given for the selected output sequence.


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles



East: Schofields Road (E)4 L2 123 2.0 0.165 13.7 LOS A 2.9 24.0 0.52 0.61 0.52 45.05 T1 864 5.0 0.556 29.7 LOS C 18.9 135.0 0.82 0.73 0.82 39.16 R2 144 2.0 0.675 63.2 LOS E 8.5 60.5 1.00 0.83 1.06 19.6Approach 1132 4.3 0.675 32.1 LOS C 18.9 135.0 0.81 0.73 0.82 36.8


West: Schofields Rd (W)10 L2 474 2.0 0.357 10.1 LOS A 8.5 60.6 0.39 0.67 0.39 45.011 T1 1021 5.0 0.681 31.8 LOS C 24.8 176.7 0.87 0.77 0.87 38.212 R2 143 2.0 0.670 63.0 LOS E 8.4 60.0 1.00 0.83 1.06 28.2Approach 1638 3.9 0.681 28.2 LOS B 24.8 176.7 0.74 0.75 0.75 38.0





Flow Average


Prop. Queued



Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13


Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13



MOVEMENT SUMMARYSite: 103 [2026 Post-Dev PM Schofields Rd-Tallawong Rd]

Site Category: (None)Signals - Fixed Time Isolated Cycle Time = 120 seconds (Site User-Given Cycle Time)Variable Sequence Analysis applied. The results are given for the selected output sequence.


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles



East: Schofields Road (E)4 L2 206 2.0 0.282 16.3 LOS B 5.9 46.5 0.61 0.68 0.61 43.45 T1 1108 5.0 0.868 48.0 LOS D 33.4 238.2 0.99 0.99 1.13 32.36 R2 119 2.0 0.557 61.4 LOS E 6.8 48.5 0.99 0.79 0.99 19.9Approach 1434 4.3 0.868 44.4 LOS D 33.4 238.2 0.93 0.93 1.04 32.4

North: Tallawong Rd (N)7 L2 203 2.0 0.272 30.7 LOS C 7.8 55.7 0.71 0.76 0.71 29.48 T1 217 2.0 0.466 42.1 LOS C 10.9 77.6 0.91 0.76 0.91 28.49 R2 539 2.0 0.879 66.6 LOS E 17.3 123.0 1.00 0.98 1.29 21.4Approach 959 2.0 0.879 53.5 LOS D 17.3 123.0 0.91 0.88 1.08 24.0

West: Schofields Rd (W)10 L2 274 2.0 0.197 8.2 LOS A 3.4 24.3 0.28 0.63 0.28 46.811 T1 837 5.0 0.672 37.0 LOS C 21.2 151.1 0.91 0.79 0.91 36.012 R2 183 2.0 0.857 70.9 LOS F 11.9 84.4 1.00 0.95 1.30 26.6Approach 1294 3.9 0.857 35.7 LOS C 21.2 151.1 0.79 0.78 0.83 35.1

All Vehicles 4100 3.4 0.879 44.1 LOS D 33.4 238.2 0.88 0.85 0.97 31.0




Flow Average


Prop. Queued



Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13


Crossing53 0.5 LOS A 0.0 0.0 0.13 0.13

All Pedestrians 316 30.2 LOS D 0.62 0.62


MOVEMENT SUMMARYSite: 101 [2026 Post-Dev AM Tallawong Rd-Themeda Ave-Proposed Road]

Based on Signalised Development Access Road off Tallawong Road Stage 2 Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 120 seconds (Site User-Given Cycle Time)


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles


veh/h % v/c sec veh m km/hSouth: Tallawong Rd (S)1 L2 36 0.0 0.146 9.8 LOS A 3.6 25.6 0.34 0.35 0.34 48.52 T1 365 2.0 0.146 5.6 LOS A 3.6 25.8 0.34 0.32 0.34 51.13 R2 299 0.0 0.442 23.5 LOS B 11.8 82.3 0.76 0.80 0.76 31.9Approach 700 1.0 0.442 13.5 LOS A 11.8 82.3 0.52 0.52 0.52 40.5

East: Themeda Avenue4 L2 83 0.0 0.100 24.6 LOS B 2.7 19.2 0.61 0.69 0.61 30.45 T1 1 0.0 0.070 44.6 LOS D 0.7 8.5 0.86 0.69 0.86 31.76 R2 13 100.0 0.070 49.6 LOS D 0.7 8.5 0.86 0.69 0.86 30.5Approach 97 13.0 0.100 28.1 LOS B 2.7 19.2 0.64 0.69 0.64 30.5

North: Tallawong Rd (S)7 L2 192 7.0 0.507 30.7 LOS C 17.5 126.7 0.76 0.74 0.76 38.38 T1 319 2.0 0.507 23.7 LOS B 17.5 126.7 0.72 0.67 0.72 34.49 R2 34 0.0 0.075 27.5 LOS B 1.2 8.2 0.62 0.70 0.62 40.5Approach 544 3.6 0.507 26.4 LOS B 17.5 126.7 0.73 0.69 0.73 36.6

West: Proposed Road10 L2 13 0.0 0.040 48.8 LOS D 0.7 4.6 0.85 0.68 0.85 32.911 T1 1 0.0 0.040 43.2 LOS D 0.7 4.6 0.85 0.68 0.85 33.512 R2 139 0.0 0.517 54.4 LOS D 7.5 52.8 0.95 0.80 0.95 22.6Approach 153 0.0 0.517 53.9 LOS D 7.5 52.8 0.94 0.79 0.94 23.7





Flow Average


Prop. Queued


ped/h sec ped mP1 South Full Crossing 53 51.5 LOS E 0.2 0.2 0.93 0.93P2 East Full Crossing 53 22.3 LOS C 0.1 0.1 0.61 0.61P3 North Full Crossing 53 51.5 LOS E 0.2 0.2 0.93 0.93P4 West Full Crossing 53 54.3 LOS E 0.2 0.2 0.95 0.95

All Pedestrians 211 44.9 LOS E 0.85 0.85


MOVEMENT SUMMARYSite: 101 [2026 Post-Dev PM Tallawong Rd-Themeda Ave-Proposed Road]

Based on Signalised Development Access Road off Tallawong Road Stage 2 Design ReportSite Category: (None)Signals - Fixed Time Isolated Cycle Time = 80 seconds (Site User-Given Cycle Time)


ID Turn Deg.

SatnAverage


Prop. Queued

Effective Stop Rate

Aver. No.Cycles


veh/h % v/c sec veh m km/hSouth: Tallawong Rd (S)1 L2 9 0.0 0.174 14.7 LOS B 3.5 25.2 0.55 0.47 0.55 43.92 T1 341 2.0 0.174 10.6 LOS A 3.5 25.2 0.55 0.47 0.55 45.73 R2 37 0.0 0.091 21.7 LOS B 0.9 6.6 0.74 0.70 0.74 32.8Approach 387 1.8 0.174 11.7 LOS A 3.5 25.2 0.57 0.49 0.57 44.0

East: Themeda Avenue4 L2 349 0.0 0.396 19.2 LOS B 8.8 61.8 0.69 0.76 0.69 33.15 T1 1 0.0 0.361 22.8 LOS B 5.0 37.0 0.81 0.77 0.81 38.86 R2 161 8.0 0.361 27.4 LOS B 5.0 37.0 0.81 0.77 0.81 37.9Approach 512 2.5 0.396 21.8 LOS B 8.8 61.8 0.73 0.76 0.73 35.1

North: Tallawong Rd (S)7 L2 26 7.0 0.509 26.6 LOS B 11.1 79.3 0.82 0.72 0.82 41.08 T1 413 2.0 0.509 20.3 LOS B 11.1 79.3 0.80 0.68 0.80 37.49 R2 43 0.0 0.109 25.5 LOS B 1.2 8.3 0.72 0.72 0.72 41.5Approach 482 2.1 0.509 21.1 LOS B 11.1 79.3 0.79 0.69 0.79 38.2

West: Proposed Road10 L2 36 0.0 0.061 25.5 LOS B 1.0 6.9 0.72 0.70 0.72 41.611 T1 1 0.0 0.061 20.0 LOS B 1.0 6.9 0.72 0.70 0.72 42.412 R2 195 0.0 0.517 30.0 LOS C 6.4 44.7 0.86 0.81 0.86 30.9Approach 232 0.0 0.517 29.2 LOS C 6.4 44.7 0.84 0.79 0.84 33.0





Flow Average


Prop. Queued


ped/h sec ped mP1 South Full Crossing 53 28.1 LOS C 0.1 0.1 0.84 0.84P2 East Full Crossing 53 20.4 LOS C 0.1 0.1 0.71 0.71P3 North Full Crossing 53 28.1 LOS C 0.1 0.1 0.84 0.84P4 West Full Crossing 53 34.3 LOS D 0.1 0.1 0.93 0.93



The Transport Planning Partnership

Suite 402 Level 4, 22 Atchison Street

St Leonards NSW 2065

P.O. Box 237

St Leonards NSW 1590

02 8437 7800

[email protected]

www.ttpp.net.au

mailto:[email protected]

http://www.ttpp.net.au/

Documents

Traffic Report - Home - Blacktown City