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Persimmon Homes Ltd

Orama Mill, Whitworth

Transport Assessment

Report No. A067392

WYG St James Gate Newcastle upon Tyne NE1 4AD

Date (December 2010)



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REPORT CONTROL

Document: Transport Assessment

Project: Orama Mill, Whitworth

Client:

Job Number:

File Origin: I:\Projects\A067001 - A067500\A067392\Documents\Final Documents

Document Checking:

Primary Author David Groves Initialled: DG

Contributor Initialled:

Review By Nick Bunn Initialled: NB

Issue Date Status Checked for Issue

1 Dec 10 Planning NB

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3

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Contents

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

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

3 Proposed Development........................................................................................................5

4 Accessibility ........................................................................................................................6

5 Trip Generation and Assignment ........................................................................................10

6 Operational Assessment.....................................................................................................12

7 Summary..........................................................................................................................15

Appendices

Appendix A – Figures

Appendix B – Drawings

Appendix C – Accessibility Questionnaire

Appendix D – TRICS Output Files

Appendix E – PICADY Output Files




Orama Mill, Whitworth December 2010

1

1 Introduction

1.1 This Transport Assessment (TA) has been produced by WYG on behalf of Persimmon Homes

NW to accompany their planning application for a residential development of 87 homes on the

former Orama Mill site, Whitworth.

1.2 The TA has been undertaken having due regard to the advice contained within:

• Planning Policy Guidance note 13 (PPG 13) published by the Department of the

Environment, Transport and the Regions (now the Department for Transport, DfT) in March

2001.

• The DfT’s Guidance on Transport Assessment dated March 2007.

• The Manual for Streets, HMSO 2007.

1.3 A planning application (Ref: 2008/0386) was previously submitted with a Transport

Assessment in July 2008 for 105 dwellings on the Orama Mill site. The highway aspects of this

application were agreed by Lancashire county Council and no objections were recommended.

This application was refused by Rossendale Council, but no highway reasons for refusal were

offered.

1.4 This TA has been prepared solely in connection with the proposed development. Whilst every

reasonable effort has been made to ensure its accuracy, use of the following third party for

any other purpose is entirely at their own risk.





2

2 Existing Conditions

Development Site

2.1 The proposed development site was formerly occupied by the Orama Industrial Mill, which has

recently been demolished. The development site is bounded to the north by playing fields for

Whtiworth Community High School, to the east by Cowm Park Way South, to the south by Hall

Street, Hallfold United Reform Church and Miller’s Gutter stream to the south and by the High

School at its western boundary. Figure 1 at Appendix A shows the location of the site within

its general surrounds.

2.2 The development site is currently accessed via a simple priority crossroads junction onto Hall

Street and Spodden Fold.

Local Road Network

2.3 Cowm Park Way South runs in a general south to north direction from a staggered junction

arrangement with Hall Street and Massey Croft to a crossroads junction arrangement with

Tong Lane, Tong End and Cowm Park Way North at its northern extent. Cowm Park Way

South is a street-lit single carriageway road and is typically 5.7m wide. There is footway on

the west side of the carriageway between Hall Street and Lloyd Street. There is a small

section of No Waiting At Any Time restrictions on Cowm Park Road South at its junction with

Hall Street,.

2.4 Hall Street runs in an east to west direction from its junction with the A671 Market Street to its

junction with Hall Fold. Hall Street is a street-lit single carriageway road with a typical

carriageway width of 6.7 metres. There is footway on the north side of the carriageway of

approximately 1.7 metres in width. There are No Waiting At Any Time restrictions from its

junction with Market Street to its junction with Spodden Fold. Hall Street is subject to a

20mph speed limit.

2.5 Massey Croft is a street-lit residential road and runs in a north to south alignment from its

junction with Hall Street to a cul-de-sac arrangement at its southern extent. Massey Croft has

a typical carriageway width of 5.7 metres. There is footway on the west side of the

carriageway between Hall Street and Albert Street which varies between 2 metres and 2.8





3

metres in width. There is footway on both sides of Massey Croft as it extends southwards

from Albert Street past a series of dwellings. Massey Croft is subject to traffic calming and a

20mph speed limit. There are no waiting restrictions in place.

2.6 Spodden Fold is a residential cul-de-sac road extending southwards from Hall Street and is a

street-lit and single carriageway road of approximately 5 metres in width. There is a small

stretch of footway on the west side of the carriageway extending from Hall Street, which is 1.4

metres in width. There are no waiting restrictions on Spodden Fold.

Walking and Cycling

2.7 There is footway on most of the roads in the surrounds of the development site and there is a

Zebra crossing on Market Street approximately 25 metres north of the Hall Street/ Market

Street junction which facilitates pedestrian movement towards the town centre.

2.8 Regional Route 92 runs along Cowm Park Way South and Massey Street, connecting Rochdale

and Britannia to the south of Bacup. The route uses an old railway line and quiet sections of

road. Cowm Park Way South and much of the roads surrounding the development site are

lightly trafficked and suitable for cycling. The existing cycle network in Whitworth is shown at

Figure 2 at Appendix A.

2.9 A full description of the existing walking and cycle accessibility of the proposed development is

provided at Section 4 of this report.

Public Transport

2.10 The nearest bus stops to proposed development site are located on Hall Street and are on

both sides of the carriageway. The eastbound stop is located 240 metres from the centre of

the development site and is a flag/ pole arrangement with no timetable information. The

westbound stop is located approximately 260 metres from the centre of the development site

and is a flag/ pole arrangement with no timetable information.

2.11 A full description of the existing public transport accessibility of the proposed development is

provided at Section 4 of this report.





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Traffic Surveys

2.12 Denis Wilson Group commissioned an independent traffic survey company to undertake a fully

classified turning movement traffic survey of the Hall Street/ Market Street priority junction on

Thursday 19th April 2007 for both the AM and PM peaks. The surveyed flows are shown at

Figures 3 at Appendix A.

Committed Developments

2.13 Planning permission has been granted for 45 homes on land off Eastgate to be accessed off an

unnamed estate road between Eastgate and Westgate.





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3 Proposed Development

3.1 The development proposal consists of 87 private homes on land off Cowm Park Way South,

Whitworth. The proposed development drawing is shown at Niemen Architects Drawing:

2405-100 D in Appendix B.

3.2 The primary vehicular access will be taken via a proposed access junction off Cowm Park Way

South. Visibility splays of 2.4m x 43m can be achieved along Cowm Park Way South to both

the left and right.

3.3 There are an additional two access junctions onto Cowm Park Way South, which serve 13 and

6 dwellings respectively. There is also a small private driveway off Hall Street which serves

one dwelling.

3.4 The former Orama Mill sire access road off Hall Street will be retained as an emergency access

road, as well as for pedestrians and cyclists..

3.5 Pedestrian access will be taken via the proposed access junction off Cowm Park Way South

with 2m wide footway on both sides of the access road.

3.6 The internal arrangement has been designed in accordance with Lancashire County Council’s

(LCC’s) Residential Road Design Guide. The main spine road extending through Orama Mill

has been designed to a Type 4A Collector Road standard with a carriageway width of 5.5

metres.

3.7 There are 2 parking spaces per dwelling, which accords with the maximum parking standards

within the Joint Lancashire Structure Plan. There are also 7 visitor car parking spaces.

3.8 Niemen Architects Drawing: 2405-100 D shows speed tables on the entrance to the site either

side of the bridge over the River Spodden and then further speed tables within the site to

reinforce a 20mph design speed.





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4 Accessibility

4.1 The objectives of PPG 13 are “to integrate planning and transport at the national, regional,

strategic and local level to:

• promote more sustainable transport choices for both people and for moving freight;

• promote accessibility to jobs, shopping, leisure facilities and services, by public transport,

walking and cycling, and reduce the need to travel especially by car.”

Walking and Cycling

4.2 PPG 13 states walking has the potential to replace short car trips, particularly those under 2km

(i.e. approximately a 25-min walk at a typical walking speed of 1.3m per sec). Accessibility on

foot from the proposed development has been assessed.

4.3 There are footways on most of the roads in the surrounds of the development site which are

of a reasonable standard. There is a Zebra crossing on Market Street approximately 25 metres

north of the Hall Street/ Market Street junction which facilitates pedestrian movement towards

the town centre. There is a second Zebra crossing adjacent to the Market Street/ Tong Lane

junction to the north of the development site.

4.4 There is a newsagent on Hall Street which can be accessed within a 5 minute walk from the

centre of the development site and a post office on Market Street to the south of the proposed

development can be reached within a 5-10 minute walk.

4.5 There is a dental surgery to the east of the development site which is a 5 minute walk from

the centre of the site and a public house on Market Street can be accessed within a 5-10

minute walk via the Zebra crossing to the north of the Market Street/ Hall Street junction.

4.6 Whitworth Community High School can be reached within a 5-10 minute walk from the centre

of the development site. St Bartholmew’s CE Primary School can also be reached within a 5-10

minute walk and Our Lady & St Anselm’s RC Primary School is a 15 minute walk to the north

from the development site. There are good quality footpath links to all three schools.





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4.7 There are a number of workplaces on Lloyd Street to the north of the development site and

they can be accessed within a 5-10 minute walk of the development site via Cowm Park Way

South. There is no crossing point from Cowm Park Way South to Lloyd Street but both roads

are lightly trafficked. The Industrial Estate off Daniel Street and the employment opportunities

that lie within it can be accessed with a 10-15 minute walk to the north of the proposed

development. The route to the Industrial Estate uses a good quality, well-lit and well used

footway on Hall Street and Market Street. The works off Millfold can be accessed within a 20

minute walk of the development site.

4.8 There are several recreational opportunities within walking distance of the proposed

development site. There is a cricket pitch and football pitch within a 10 minute walk of the

development site. Whitworth Water Ski Centre can be accessed within a 15 minute walk from

the centre of the development site.

4.9 PPG 13 also states cycling has the potential to replace car trips, particularly those under 5km

(i.e. approximately a 25-min ride at a typical cycling speed of 1km per 5 mins). Accessibility

by bike from the proposed development has been assessed.

4.10 Regional Route 92 runs along Cowm Park Way South and links Rochdale, Whitworth and

Britannia to Bacup. The route uses an old railway line and quiet sections of road. Cowm Park

Way South and much of the roads surrounding the development site are lightly trafficked and

suitable for cycling.

4.11 A 15-minute bike ride from the centre of the site accesses those facilities and amenities which

are within a 25-minute walk.

4.12 The village of Shawforth to the north of Whitworth can be accessed within a 15-20 minute bike

ride from the development site and the outskirts of Britannia can be reached within a 25

minute cycle ride.

4.13 Rochdale town centre and all the services, facilities and employment opportunities that lie

within can be reached within a 25 minute cycle ride to the south of the development site.

Rochdale Infirmary can be cycled within 20 minutes as can Falinge Park High School and

Performing Arts College.





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4.14 Fieldhow Industrial Estate and the employment opportunities within it lies to the north of

Rochdale and can be accessed within a 20 minute cycle ride from the proposed development.

4.15 The development is accessible on foot or by bike to a number of educational, employment,

retail and leisure opportunities.

Public Transport

4.16 The Institution of Highways and Transportation’s (IHT’s) Guidelines for Providing for Public

Transport in New Developments suggests a development is considered accessible by public

transport if it is within 400m of a bus stop.

4.17 There are two bus stops on Hall Street on each side of the carriageway to the south-east of

the development site. There are also bus stops on either side of the carriageway on Market

Street which can both be accessed within a 5 minute walk of the development site. The

accessible services that call at the stops are shown in Table 4.1 and 4.2 below:

Table 4.1: Accessible Buses – Hall Street

Monday to Saturday Sunday Route No. Route Description

Daytime Evening Daytime

Easy Ride Wallbank to Rochdale

Wallbank, Whitworth, Healey, Shawclough, Rochdale Every 30 minutes

Every 30 minutes

Hourly

Table 4.2: Accessible Buses – Market Street

Monday to Saturday Sunday Route No. Route Description

Daytime Evening Daytime

Easy Ride Wallbank to Rochdale

Wallbank, Whitworth, Healey, Shawclough, Rochdale Every 30 minutes

Every 30 minutes

Hourly

Rossendale

Bus

Accrington to Rochdale Accrington, Haslingden, Rawtenstall, Waterfoot,

Bacup, Whitworth, Rochdale

Every 10 minutes

Every 30 minutes

Every 30 minutes

4.18 The existing bus services offer regular and frequent journeys to Rochdale Town Centre and to

destinations further afield

4.19 The proposed development is accessible by public transport to a range of facilities and

amenities, which would be further enhanced by routing existing services into the development

site.





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Accessibility Questionnaire – Residential Development

4.20 In accordance with planning applications submitted to Rossendale Borough Council, an

Accessibility Questionnaire has been completed for the development site and is included in

Appendix C.

4.21 The questionnaire demonstrates that the proposed development is at the upper threshold of

the ‘Medium’ accessibility level.





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5 Trip Generation and Assignment

Trip Generation

5.1 The Transport Assessment submitted by Redrow Homes Ltd as part of their planning

application derived trip generation for the scheme by netting off traffic generated by the

existing use (Orama Mill) from the proposed housing. Orama Mill has since been demolished

and therefore trip generation will be derived by the proposed housing only. The “Mixed

Private Housing” trip rates used within the Denis Wilson Group Transport Assessment (as part

of the Redrow Homes Ltd planning application) are not appropriate for a scheme which

entirely comprises private homes. The TRICS database has been interrogated to derive more

appropriate trip rates.

5.2 In accordance with DfT’s Guidance an estimation of the numbers of person trips by all modes

of travel generated from the proposed development has been made using multi modal data

extracted from the Trip Rate Information Computer System database (TRICS 2010(a)).

Private Homes

5.3 To maximise the suitability of the sites used to derive the person trip generation rates, the

following criteria were applied to the TRICS category “Houses Privately Owned”:

• Only multi modal surveys were included.

• Sites in London, Republic of Ireland, Northern Ireland and Highlands were excluded.

• Only Edge of Town sites were selected.

• Only surveys carried out on a Tuesday, Wednesday or Thursday were included.

• Only the most recent survey included for each site was included.

• Site with less than 40 dwellings and over 250 dwellings were excluded from the sample.

5.4 A total of 10 sites remained in the dataset. Average trip generation rates by private car have

been calculated from the sample, taken to be those most likely to occur. Sample TRICS output

files are attached in Appendix D.





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5.5 Tables 5.1 and 5.2 present those vehicle trip rates and traffic generations predicted for 87

private homes during their busiest hour in a typical weekday AM and PM commuter peak

periods, i.e. 8:00am to 9:00am and 5:00pm to 6:00pm respectively.

Table 5.1: Private Homes - Weekday AM Peak Hour, Vehicle Trip Generations

Inbound Outbound

Mode of Travel Trip Rate Trips Trip Rate Trips

Vehicles 0.164 14 0.453 39

Trip rate is per dwelling

Table 5.2: Private Homes - Weekday PM Peak Hour, Vehicle Trip Generations

Inbound Outbound

Mode of Travel Trip Rate Trips Trip Rate Trips

Vehicles 0.448 39 0.253 22

Trip rate is per dwelling

Assignment

5.6 The assignment has been based upon the trip distribution used by Dennis Wilson Group in

their Transport Assessment which assumed that 90% of development traffic would travel to/

from Hall Street/ Market Street junction and 10% to/ from Cowm Park Way South.

5.7 The trip distribution for the proposed development has been based on existing turning

proportions from the surveyed flows and these are shown at Figure 4 at Appendix A.





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6 Operational Assessment

Traffic Growth

6.1 The opening year is expected to be 2011 and a future year ten years hence, that is 2021.

6.2 Surveyed flows have been factored up to 2021 using DfT’s TEMPRO 6.2 program, by applying

the National Trip Model (NTM) AF09 dataset in accordance with WebTAG Unit 3.15.2 Use of

TEMPRO Data. Whitworth Ward (30UM1) was selected as the study area, and the average of

the AM peak and PM peak factors derived. The average factors used are shown at Table 6.1.

Table 6.1: Washington Ward, TEMPRO Growth Factors

AM Peak PM Peak Average

2007 to 2021 1.1001 1.1012 1.1007

Traffic Flows

6.3 The No Development scenario comprises surveyed flows factored up to the appropriate year

with the addition of the Eastgate committed development flows. There was no accompanying

Transport Assessment available for the Eastgate development, therefore the trip generation

and assignment used for the proposed development flows as outlined in Section 5 have been

used. Figure 5 at Appendix A shows the No Development Flows. The With Development

scenario comprises No Development flows, plus traffic generated by the proposed

development (Figure 6 at Appendix A refers).

Capacity Assessment

6.4 The approach of the Dennis Wilson Transport Assessment has been undertaken, whereby the

Site access/ Cowm Park Way South junction has not been assessed due to the low volumes of

traffic on Cowm Park Way South.

6.5 No Development and With Development traffic flows have been used to test the Hall Street/

Market Street priority junction using the Transport Research Laboratory’s (TRL’s) PICADY

computer program. PICADY models report the Ratio of Flow to Capacity (RFC), the average





13

number of vehicles queuing and the average delay per vehicle for all approaches during each

15-minute interval throughout the assessment period. An RFC of less than 1.00 means the

approach is under capacity and greater than 1.00 means the approach is over capacity.

6.6 Table 6.2 shows the results of the PICADY testing for the AM and PM peak surveyed flows.

Output files are attached in Appendix E.

Table 6.2: Market Street/ Hall Street, 2007 Surveyed Flows

Weekday AM Peak Weekday PM Peak

Hall Street Max RFC

Max Q Aver Delay

0.60

1 26 secs

0.51

1 23 secs

Market Street North to

Hall Street

Max RFC

Max Q Aver Delay

0.11

0 8 secs

0.16

0 10 secs

6.7 Table 6.2 shows that the Market Street/ Hall Street junction operates within capacity in both

the AM and PM peak in the surveyed year of 2007.

6.8 Table 6.3 shows the results of the PICADY testing for the 2021 AM and PM peak No

development flows. Output files are attached in Appendix D.

Table 6.3: Market Street/ Hall Street, 2021 No Development


Hall Street Max RFC Max Q

Aver Delay

0.71 3

48 secs

0.69 2

53 secs

Market Street North to Hall Street

Max RFC Max Q

Aver Delay

0.14 0

8 secs

0.21 0

11 secs

6.9 Table 6.3 shows that the Market Street/ Hall Street junction continues to operate within

capacity in both the AM and PM peak in a design year of 2021 with no development in place.

6.10 Table 6.4 shows the results of the PICADY testing for the 2021 AM and PM peak with the

addition of development generated traffic. Output files are attached in Appendix D.





14

Table 6.4: Market Street/ Hall Street, 2021 With Development


Hall Street Max RFC Max Q

Aver Delay

0.90 6

1 1/3 mins

0.76 3

53 secs

Market Street North to Hall Street

Max RFC Max Q

Aver Delay

0.15 0

8 secs

0.25 0

13 secs

6.11 Table 6.4 shows that the Market Street/ Hall Street junction continues to operate within

capacity in both the AM and PM peak in a design year of 2021 with the addition of

development generated traffic. Table 6.4 shows that in the AM peak, queues at the Hall Street

junction increase from 3 vehicles to 6 vehicles with the addition of development traffic. In the

PM peak there is an increase of 1 vehicle in the maximum queue at the Hall Street junction

with the addition of development traffic.

6.12 Table 6.4 above shows traffic generated by 87 private homes at the proposed development is

predicted to have no significant impact on operations at the Market Street/ Hall Street junction,

with the existing layout continuing to operate within capacity in 2021 and beyond. No

mitigation measures are required for capacity reasons.





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7 Summary

7.1 WYG were commissioned by Persimmon Homes NW to produce this Transport Assessment in

support of their proposed development fro 87 private homes on land to the west of Cowm Park

Way South, Whitworth.

7.2 Access to the development site for vehicles is to be taken via a new access junction onto

Cowm Park Way South. There will also be a further vehicle access formed onto Cowm Park

Way South and onto Hall Street. An emergency access road will be provided onto Hall Street.

7.3 The TRICS database has been interrogated to derive appropriate vehicle trip rates for the

proposed development. The development is predicted to generate 53 two-way trips in the AM

peak and 61 two-way trips in the PM peak.

7.4 Detailed capacity testing has been undertaken for the Market Street/ Hall Street junction. The

performance of the junction has been analysed, and no mitigation measures for capacity

reasons are required.

7.5 The development site is accessible on foot, by bike and by public transport, and no

improvements to existing provisions are necessary. An Accessibility Questionnaire has been

completed for the development site and demonstrates that the proposed development

achieves a ‘Medium’ score.

7.6 The proposed development accords with the key sustainable objectives of the Government’s

Planning Policy Guidance note 13, and the additional generated traffic can be readily

accommodated on the local road network such that no mitigation measures for capacity or

safety reasons are required. On these bases there are no justifiable highway reasons why

consent should not be granted for the current planning application.



Transport Assessment Orama Mill, Whitworth

December 2010 1

Appendix A – Figures

Figure 1


Site Location Plan

N

Development Site

Figure 2


Existing Cycle Network

N

KEY:

On-road route

Traffic-free route

Development Site

Regional Route 92

Route towards Britanniaand Bacup

Route towards Rochdale

Figure 3


Surveyed Traffic Flows AM and PM Peak

NMarket Street (North)

Market Street (South)

Hall Street

53 678

42786

141

43

Market Street (North)


Hall Street

61 430

723213

88

55

AM

PM

Surveys undertaken on Thursday 19th April 2007

Figure 4


AM and PM Peak Traffic Distribution



Hall Street

53%

37%

69%

21%



Hall Street

31%

59%

56%

34%

AM

PM

Milner Street

Cowm Park Way South

90%

Milner Street

Cowm Park Way South

10%

90%

10%

10%10%90%

90%

Figure 5


2021 AM and PM Peak No Development Flows



Hall Street

62 746

47098

169

51



Hall Street

73 474

796247

103

65

AM

PM

Figure 6


2021 AM and PM Peak With Development Flows



Hall Street

69 746

470103

195

59



Hall Street

84 474

796269

115

72

AM

PM




December 2010 2

Appendix B – Drawings




December 2010 3

Appendix C – Accessibility Questionnaire




December 2010 4

Appendix D – TRICS Output Files

TRICS 2010(a)v6.5.2 290310 B14.32 (C) 2010 JMP Consultants Ltd on behalf of the TRICS Consortium Wednesday 20/10/10

Page 1

OFF-LINE VERSION WYG Group St James Gate Newcastle Licence No: 705112

TRIP RATE CALCULATION SELECTION PARAMETERS:

Land Use : 03 - RESIDENTIAL

Category : A - HOUSES PRIVATELY OWNED

MULTI-MODAL VEHICLES

Selected regions and areas:

02 SOUTH EAST

EX ESSEX 1 days

04 EAST ANGLIA

SF SUFFOLK 1 days

05 EAST MIDLANDS

LN LINCOLNSHIRE 1 days

NT NOTTINGHAMSHIRE 1 days

06 WEST MIDLANDS

WO WORCESTERSHIRE 2 days

08 NORTH WEST

LC LANCASHIRE 2 days

09 NORTH

CB CUMBRIA 1 days

TW TYNE & WEAR 1 days

Filtering Stage 2 selection:

Parameter: Number of dwellings

Range: 40 to 237 (units: )

Public Transport Provision:

Selection by: Include all surveys

Date Range: 01/01/02 to 10/02/10

Selected survey days:

Tuesday 4 days

Wednesday 2 days

Thursday 4 days

Selected survey types:

Manual count 10 days

Directional ATC Count 0 days

Selected Locations:

Edge of Town 10

Selected Location Sub Categories:

Residential Zone 8

No Sub Category 2


Page 2


LIST OF SITES relevant to selection parameters

1 CB-03-A-03 SEMI DETACHED, WORKINGTON CUMBRIA

HAWKSHEAD AVENUE

WORKINGTON

Edge of Town

Residential Zone

Total Number of dwellings: 4 0

2 EX-03-A-01 SEMI-DET., STANFORD-LE-HOPE ESSEX

MILTON ROAD

CORRINGHAM

STANFORD-LE-HOPE

Edge of Town

Residential Zone

Total Number of dwellings: 2 3 7

3 LC-03-A-22 BUNGALOWS, BLACKPOOL LANCASHIRE

CLIFTON DRIVE NORTH

BLACKPOOL

Edge of Town

Residential Zone


4 LC-03-A-29 DETACHED/SEMI D., BLACKBURN LANCASHIRE

REVIDGE ROAD

FOUR LANE ENDS

BLACKBURN

Edge of Town

Residential Zone


5 LN-03-A-01 MIXED HOUSES, LINCOLN LINCOLNSHIRE

BRANT ROAD

BRACEBRIDGE

LINCOLN

Edge of Town

Residential Zone


6 NT-03-A-03 SEMI DETACHED,KIRKBY-IN-ASHFD NOTTINGHAMSHIRE

B6018 SUTTON ROAD

KIRKBY-IN-ASHFIELD

Edge of Town

Residential Zone


7 SF-03-A-02 SEMI DET./TERRACED, IPSWICH SUFFOLK

STOKE PARK DRIVE

MAIDENHALL

IPSWICH

Edge of Town

Residential Zone


8 TW-03-A-01 SEMI DETACHED, SUNDERLAND TYNE & WEAR

LEECHMERE ROAD

HILLVIEW

SUNDERLAND

Edge of Town

Residential Zone


9 WO-03-A-02 SEMI DETACHED, REDDITCH WORCESTERSHIRE

MEADOWHILL ROAD

REDDITCH

Edge of Town

No Sub Category



Page 3


LIST OF SITES relevant to selection parameters (Cont.)

10 WO-03-A-06 DET./TERRACED, BROMSGROVE WORCESTERSHIRE

ST GODWALDS ROAD

ASTON FIELDS

BROMSGROVE

Edge of Town

No Sub Category



Page 4


TRIP RATE for Land Use 03 - RESIDENTIAL/A - HOUSES PRIVATELY OWNED

MULTI-MODAL VEHICLES

Calculation factor: 1 DWELLS

BOLD print indicates peak (busiest) period

ARRIVALS DEPARTURES TOTALS

No. Ave. Trip No. Ave. Trip No. Ave. Trip

Time Range Days DWELLS Rate Days DWELLS Rate Days DWELLS Rate

0 0 0.000 0 0 0.000 0 0 0.00000:00 - 01:00

0 0 0.000 0 0 0.000 0 0 0.00001:00 - 02:00

0 0 0.000 0 0 0.000 0 0 0.00002:00 - 03:00

0 0 0.000 0 0 0.000 0 0 0.00003:00 - 04:00

0 0 0.000 0 0 0.000 0 0 0.00004:00 - 05:00

0 0 0.000 0 0 0.000 0 0 0.00005:00 - 06:00

0 0 0.000 0 0 0.000 0 0 0.00006:00 - 07:00

10 147 0.092 10 147 0.303 10 147 0.39507:00 - 08:00

10 147 0.164 10 147 0.453 10 147 0.61708:00 - 09:00

10 147 0.194 10 147 0.229 10 147 0.42309:00 - 10:00

10 147 0.156 10 147 0.207 10 147 0.36310:00 - 11:00

10 147 0.208 10 147 0.192 10 147 0.40011:00 - 12:00

10 147 0.213 10 147 0.212 10 147 0.42512:00 - 13:00

10 147 0.187 10 147 0.183 10 147 0.37013:00 - 14:00

10 147 0.209 10 147 0.185 10 147 0.39414:00 - 15:00

10 147 0.339 10 147 0.239 10 147 0.57815:00 - 16:00

10 147 0.354 10 147 0.222 10 147 0.57616:00 - 17:00

10 147 0.448 10 147 0.253 10 147 0.70117:00 - 18:00

10 147 0.305 10 147 0.244 10 147 0.54918:00 - 19:00

0 0 0.000 0 0 0.000 0 0 0.00019:00 - 20:00

0 0 0.000 0 0 0.000 0 0 0.00020:00 - 21:00

0 0 0.000 0 0 0.000 0 0 0.00021:00 - 22:00

0 0 0.000 0 0 0.000 0 0 0.00022:00 - 23:00

0 0 0.000 0 0 0.000 0 0 0.00023:00 - 24:00

Total Rates: 2.869 2.922 5.791

Parameter summary

Trip rate parameter range selected: 40 - 237 (units: )

Survey date date range: 01/01/02 - 10/02/10

Number of weekdays (Monday-Friday): 10

Number of Saturdays: 0

Number of Sundays: 0

Surveys manually removed from selection: 4




December 2010 5

Appendix E – PICADY Output Files

TRL LIMITED

(C) COPYRIGHT 2006

CAPACITIES, QUEUES, AND DELAYS AT 3 OR 4-ARM MAJOR/MINOR PRIORITY JUNCTIONS

PICADY 5.0 ANALYSIS PROGRAM RELEASE 3.0 (JUNE 2006)

ADAPTED FROM PICADY/3 WHICH IS CROWN COPYRIGHT

BY PERMISSION OF THE CONTROLLER OF HMSO

--------------------------------------------------------

FOR SALES AND DISTRIBUTION INFORMATION, PROGRAM ADVICE AND MAINTENANCE CONTACT:

TRL SOFTWARE BUREAU

TEL: CROWTHORNE (01344) 770758, FAX: 770864

EMAIL: [email protected]

--------------------------------------------------------

THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF HIS RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION

Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2007 AM Surveyed Flows.vpi"

(drive-on-the-left ) at 14:39:07 on Saturday, 23 October 2010

.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2007 AM surveyed LOCATION: Whitworth

DATE: 21/10/10

CLIENT: Persimmon Homes

ENUMERATOR: david.groves [37-31]

JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:

.MAJOR/MINOR JUNCTION CAPACITY AND DELAY

***************************************

INPUT DATA

----------

MAJOR ROAD (ARM C) --------------------- MAJOR ROAD (ARM A) I

I

I

I

I

I

MINOR ROAD (ARM B)

ARM A IS Market Street

ARM B IS Hall Street

ARM C IS Market Street

STREAM LABELLING CONVENTION

---------------------------

STREAM A-B CONTAINS TRAFFIC GOING FROM ARM A TO ARM B

STREAM B-AC CONTAINS TRAFFIC GOING FROM ARM B TO ARM A AND TO ARM C

ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------

I DATA ITEM I MINOR ROAD B I ----------------------------------------------------------------

I TOTAL MAJOR ROAD CARRIAGEWAY WIDTH I ( W ) 8.50 M. I

I CENTRAL RESERVE WIDTH I (WCR ) 0.00 M. I

I I I I MAJOR ROAD RIGHT TURN - WIDTH I (WC-B) 2.20 M. I

I - VISIBILITY I (VC-B) 120.0 M. I

I - BLOCKS TRAFFIC I NO I

I I I

I MINOR ROAD - VISIBILITY TO LEFT I (VB-C) 31.0 M. I

I - VISIBILITY TO RIGHT I (VB-A) 48.0 M. I

I - LANE 1 WIDTH I (WB-C) 3.50 M. I

I - LANE 2 WIDTH I (WB-A) 0.00 M. I ----------------------------------------------------------------

.SLOPES AND INTERCEPT --------------------

(NB:Streams may be combined, in which case capacity

will be adjusted )

---------------------------------------------------------

I Intercept For Slope For Opposing Slope For Opposing I

I Stream B-C Stream A-C Stream A-B I

--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------

I Intercept For Slope For Opposing Slope For Opposing Slope For Opposing Slope For OpposingI

I Stream B-A Stream A-C Stream A-B Stream C-A Stream C-B I

--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I --------------------------------------------------------------------------------------------------

--------------------------------------------------------- I Intercept For Slope For Opposing Slope For Opposing I

I Stream C-B Stream A-C Stream A-B I

--------------------------------------------------------- I 643.46 0.22 0.22 I

---------------------------------------------------------

NB These values do not allow for any site specific corrections

.

.TRAFFIC DEMAND DATA

-------------------

.-----------------------

I ARM I FLOW SCALE(%) I

----------------------- I A I 100 I

I B I 100 I

I C I 100 I

-----------------------

Demand set: Market Street Hall Street 2007 AM surveyed

TIME PERIOD BEGINS 07.45 AND ENDS 09.15

LENGTH OF TIME PERIOD - 90 MINUTES.

LENGTH OF TIME SEGMENT - 15 MINUTES.

DEMAND FLOW PROFILES ARE SYNTHESISED FROM TURNING COUNT DATA

-----------------------------------------------------------------------------

I I NUMBER OF MINUTES FROM START WHEN I RATE OF FLOW (VEH/MIN) I

I ARM I FLOW STARTS I TOP OF PEAK I FLOW STOPS I BEFORE I AT TOP I AFTER I I I TO RISE I IS REACHED I FALLING I PEAK I OF PEAK I PEAK I

-----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 6.41 I 9.62 I 6.41 I

I ARM B I 15.00 I 45.00 I 75.00 I 2.30 I 3.45 I 2.30 I I ARM C I 15.00 I 45.00 I 75.00 I 9.14 I 13.71 I 9.14 I

-----------------------------------------------------------------------------

.

-----------------------------------------------------------

I I TURNING PROPORTIONS I

I I TURNING COUNTS (VEH/HR) I

I I (PERCENTAGE OF H.V.S) I I --------------------------------------

I TIME I FROM/TO I ARM A I ARM B I ARM C I

-----------------------------------------------------------

I 07.45 - 09.15 I I I I I I I ARM A I 0.000 I 0.168 I 0.832 I

I I I 0.0 I 86.0 I 427.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I I I ARM B I 0.766 I 0.000 I 0.234 I

I I I 141.0 I 0.0 I 43.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.927 I 0.073 I 0.000 I

I I I 678.0 I 53.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I

-----------------------------------------------------------

TURNING PROPORTIONS ARE CALCULATED FROM TURNING COUNT DATA

THE PERCENTAGE OF HEAVY VEHICLES VARIES OVER TURNING MOVEMENTS

. QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT --------------------------------------------------------

FOR COMBINED DEMAND SETS

AND FOR TIME PERIOD 1

.------------------------------------------------------------------------------------------------------------------ I TIME DEMAND CAPACITY DEMAND/ PEDESTRIAN START END DELAY GEOMETRIC DELAY AVERAGE DELAY I

I (VEH/MIN) (VEH/MIN) CAPACITY FLOW QUEUE QUEUE (VEH.MIN/ (VEH.MIN/ PER ARRIVING I

I (RFC) (PEDS/MIN) (VEHS) (VEHS) TIME SEGMENT) TIME SEGMENT) VEHICLE (MIN) I

I 07.45-08.00 I

I B-AC 2.31 6.89 0.335 0.00 0.49 6.9 0.22 I

I C-A 8.51 I

I C-B 0.67 9.29 0.072 0.00 0.08 1.1 0.12 I

I A-B 1.08 I I A-C 5.36 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------

I TIME DEMAND CAPACITY DEMAND/ PEDESTRIAN START END DELAY GEOMETRIC DELAY AVERAGE DELAY I

I (VEH/MIN) (VEH/MIN) CAPACITY FLOW QUEUE QUEUE (VEH.MIN/ (VEH.MIN/ PER ARRIVING I I (RFC) (PEDS/MIN) (VEHS) (VEHS) TIME SEGMENT) TIME SEGMENT) VEHICLE (MIN) I

I 08.00-08.15 I

I B-AC 2.76 6.38 0.432 0.49 0.74 10.5 0.27 I

I C-A 10.16 I

I C-B 0.79 9.02 0.088 0.08 0.10 1.4 0.12 I

I A-B 1.29 I

I A-C 6.40 I

I I .------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.15-08.30 I

I B-AC 3.38 5.67 0.596 0.74 1.38 18.9 0.42 I I C-A 12.44 I

I C-B 0.97 8.63 0.113 0.10 0.13 1.8 0.13 I

I A-B 1.58 I

I A-C 7.84 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.30-08.45 I

I B-AC 3.38 5.67 0.596 1.38 1.43 21.1 0.43 I

I C-A 12.44 I

I C-B 0.97 8.63 0.113 0.13 0.13 1.9 0.13 I I A-B 1.58 I

I A-C 7.84 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 08.45-09.00 I

I B-AC 2.76 6.38 0.432 1.43 0.78 12.6 0.28 I

I C-A 10.16 I I C-B 0.79 9.02 0.088 0.13 0.10 1.5 0.12 I

I A-B 1.29 I

I A-C 6.40 I

I I

.------------------------------------------------------------------------------------------------------------------




I 09.00-09.15 I I B-AC 2.31 6.89 0.335 0.78 0.51 8.1 0.22 I

I C-A 8.51 I

I C-B 0.67 9.29 0.072 0.10 0.08 1.2 0.12 I

I A-B 1.08 I I A-C 5.36 I

I I

.------------------------------------------------------------------------------------------------------------------

.

QUEUE FOR STREAM B-AC

-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES IN QUEUE

08.00 0.5

08.15 0.7 *

08.30 1.4 * 08.45 1.4 *

09.00 0.8 *

09.15 0.5 *

. QUEUE FOR STREAM C-B

-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

08.00 0.1

08.15 0.1 08.30 0.1

08.45 0.1

09.00 0.1

09.15 0.1 .

QUEUEING DELAY INFORMATION OVER WHOLE PERIOD

--------------------------------------------

---------------------------------------------------------------------------

I STREAM I TOTAL DEMAND I * QUEUEING * I * INCLUSIVE QUEUEING * I

I I I * DELAY * I * DELAY * I

I I----------------------------------------------------------------I I I (VEH) (VEH/H) I (MIN) (MIN/VEH) I (MIN) (MIN/VEH) I

---------------------------------------------------------------------------

I B-AC I 253.3 I 168.8 I 78.2 I 0.31 I 78.2 I 0.31 I

I C-A I 933.2 I 622.1 I I I I I

I C-B I 73.0 I 48.6 I 8.9 I 0.12 I 8.9 I 0.12 I

I A-B I 118.4 I 78.9 I I I I I

I A-C I 587.7 I 391.8 I I I I I

--------------------------------------------------------------------------- I ALL I 1965.5 I 1310.4 I 87.1 I 0.04 I 87.1 I 0.04 I

---------------------------------------------------------------------------

* DELAY IS THAT OCCURRING ONLY WITHIN THE TIME PERIOD .

* INCLUSIVE DELAY INCLUDES DELAY SUFFERED BY VEHICLES WHICH ARE STILL QUEUEING AFTER THE END OF THE TIME PERIOD.

* THESE WILL ONLY BE SIGNIFICANTLY DIFFERENT IF THERE IS A LARGE QUEUE REMAINING AT THE END OF THE TIME PERIOD.

END OF JOB

============================================= end of file ===============================================

TRL LIMITED

(C) COPYRIGHT 2006





--------------------------------------------------------


TRL SOFTWARE BUREAU



--------------------------------------------------------


Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2007 PM Surveyed Flows.vpi"


.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2007 PM surveyed LOCATION: Whitworth

DATE: 21/10/10



JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:


***************************************

INPUT DATA

----------


I

I

I

I

I

MINOR ROAD (ARM B)





---------------------------



ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------







I I I







will be adjusted )

---------------------------------------------------------



--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------



--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I --------------------------------------------------------------------------------------------------



--------------------------------------------------------- I 643.46 0.22 0.22 I

---------------------------------------------------------


.


-------------------

.-----------------------


----------------------- I A I 100 I

I B I 100 I

I C I 100 I

-----------------------






-----------------------------------------------------------------------------



-----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 11.70 I 17.55 I 11.70 I


-----------------------------------------------------------------------------

.

-----------------------------------------------------------





-----------------------------------------------------------


I I I 0.0 I 213.0 I 723.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I


I I I 88.0 I 0.0 I 55.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.876 I 0.124 I 0.000 I

I I I 430.0 I 61.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I

-----------------------------------------------------------









I 16.45-17.00 I

I B-AC 1.79 6.67 0.269 0.00 0.36 5.1 0.20 I

I C-A 5.40 I

I C-B 0.77 8.11 0.094 0.00 0.10 1.5 0.14 I

I A-B 2.67 I I A-C 9.07 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 17.00-17.15 I

I B-AC 2.14 6.04 0.355 0.36 0.54 7.7 0.26 I

I C-A 6.44 I

I C-B 0.91 7.61 0.120 0.10 0.14 2.0 0.15 I

I A-B 3.19 I

I A-C 10.83 I

I I .------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.15-17.30 I

I B-AC 2.62 5.16 0.508 0.54 0.99 13.6 0.38 I I C-A 7.89 I

I C-B 1.12 6.91 0.162 0.14 0.19 2.8 0.17 I

I A-B 3.91 I

I A-C 13.27 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.30-17.45 I

I B-AC 2.62 5.16 0.509 0.99 1.01 15.0 0.39 I

I C-A 7.89 I

I C-B 1.12 6.91 0.162 0.19 0.19 2.9 0.17 I I A-B 3.91 I

I A-C 13.27 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 17.45-18.00 I

I B-AC 2.14 6.04 0.355 1.01 0.56 9.0 0.26 I

I C-A 6.44 I I C-B 0.91 7.61 0.120 0.19 0.14 2.1 0.15 I

I A-B 3.19 I

I A-C 10.83 I

I I

.------------------------------------------------------------------------------------------------------------------




I 18.00-18.15 I I B-AC 1.79 6.67 0.269 0.56 0.37 5.9 0.21 I

I C-A 5.40 I

I C-B 0.77 8.11 0.094 0.14 0.11 1.6 0.14 I

I A-B 2.67 I I A-C 9.07 I

I I

.------------------------------------------------------------------------------------------------------------------

.


-------------------------

TIME SEGMENT NO. OF


17.00 0.4

17.15 0.5 *

17.30 1.0 * 17.45 1.0 *

18.00 0.6 *

18.15 0.4


-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

17.00 0.1

17.15 0.1 17.30 0.2

17.45 0.2

18.00 0.1

18.15 0.1 .


--------------------------------------------

---------------------------------------------------------------------------




---------------------------------------------------------------------------

I B-AC I 196.8 I 131.2 I 56.3 I 0.29 I 56.3 I 0.29 I

I C-A I 591.9 I 394.6 I I I I I

I C-B I 84.0 I 56.0 I 12.9 I 0.15 I 12.9 I 0.15 I

I A-B I 293.2 I 195.5 I I I I I

I A-C I 995.2 I 663.4 I I I I I

--------------------------------------------------------------------------- I ALL I 2161.0 I 1440.7 I 69.1 I 0.03 I 69.1 I 0.03 I

---------------------------------------------------------------------------




END OF JOB

============================================= end of file ===============================================

TRL LIMITED

(C) COPYRIGHT 2006





--------------------------------------------------------


TRL SOFTWARE BUREAU



--------------------------------------------------------


Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2021 AM No Development Flows.vpi"


.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2021 AM No Development LOCATION: Whitworth

DATE: 21/10/10



JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:


***************************************

INPUT DATA

----------


I

I

I

I

I

MINOR ROAD (ARM B)





---------------------------



ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------







I I I







will be adjusted )

---------------------------------------------------------



--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------



--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I --------------------------------------------------------------------------------------------------



--------------------------------------------------------- I 643.46 0.22 0.22 I

---------------------------------------------------------


.


-------------------

.-----------------------


----------------------- I A I 100 I

I B I 100 I

I C I 100 I

-----------------------






-----------------------------------------------------------------------------



-----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 7.13 I 10.69 I 7.13 I


-----------------------------------------------------------------------------

.

-----------------------------------------------------------





-----------------------------------------------------------


I I I 0.0 I 100.0 I 470.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I


I I I 169.0 I 0.0 I 51.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.923 I 0.077 I 0.000 I

I I I 746.0 I 62.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I

-----------------------------------------------------------









I 07.45-08.00 I

I B-AC 2.76 6.60 0.418 0.00 0.70 9.7 0.25 I

I C-A 9.36 I

I C-B 0.78 9.14 0.085 0.00 0.09 1.3 0.12 I

I A-B 1.25 I I A-C 5.90 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 08.00-08.15 I

I B-AC 3.30 6.03 0.546 0.70 1.15 16.0 0.36 I

I C-A 11.18 I

I C-B 0.93 8.83 0.105 0.09 0.12 1.7 0.13 I

I A-B 1.50 I

I A-C 7.04 I

I I .------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.15-08.30 I

I B-AC 4.04 5.24 0.771 1.15 2.81 35.6 0.71 I I C-A 13.69 I

I C-B 1.14 8.40 0.135 0.12 0.16 2.3 0.14 I

I A-B 1.84 I

I A-C 8.62 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.30-08.45 I

I B-AC 4.04 5.23 0.771 2.81 3.04 44.2 0.80 I

I C-A 13.69 I

I C-B 1.14 8.40 0.135 0.16 0.16 2.3 0.14 I I A-B 1.84 I

I A-C 8.62 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 08.45-09.00 I

I B-AC 3.30 6.03 0.546 3.04 1.27 21.5 0.40 I

I C-A 11.18 I I C-B 0.93 8.83 0.105 0.16 0.12 1.8 0.13 I

I A-B 1.50 I

I A-C 7.04 I

I I

.------------------------------------------------------------------------------------------------------------------




I 09.00-09.15 I I B-AC 2.76 6.60 0.418 1.27 0.74 11.8 0.27 I

I C-A 9.36 I

I C-B 0.78 9.14 0.085 0.12 0.09 1.4 0.12 I

I A-B 1.25 I I A-C 5.90 I

I I

.------------------------------------------------------------------------------------------------------------------

.


-------------------------

TIME SEGMENT NO. OF


08.00 0.7 *

08.15 1.1 *

08.30 2.8 *** 08.45 3.0 ***

09.00 1.3 *

09.15 0.7 *


-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

08.00 0.1

08.15 0.1 08.30 0.2

08.45 0.2

09.00 0.1

09.15 0.1 .


--------------------------------------------

---------------------------------------------------------------------------




---------------------------------------------------------------------------

I B-AC I 302.8 I 201.9 I 138.7 I 0.46 I 138.7 I 0.46 I

I C-A I 1026.8 I 684.5 I I I I I

I C-B I 85.3 I 56.9 I 10.9 I 0.13 I 10.9 I 0.13 I

I A-B I 137.6 I 91.8 I I I I I

I A-C I 646.9 I 431.3 I I I I I

--------------------------------------------------------------------------- I ALL I 2199.5 I 1466.4 I 149.6 I 0.07 I 149.6 I 0.07 I

---------------------------------------------------------------------------




END OF JOB

============================================= end of file ===============================================

TRL LIMITED

(C) COPYRIGHT 2006





--------------------------------------------------------


TRL SOFTWARE BUREAU



--------------------------------------------------------


Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2021 AM With Development Flows.vpi"

(drive-on-the-left ) at 13:35:54 on Monday, 6 December 2010

.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2021 AM With Development LOCATION: Whitworth

DATE: 21/10/10



JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:


***************************************

INPUT DATA

----------


I

I

I

I

I

MINOR ROAD (ARM B)





---------------------------



ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------







I I I







will be adjusted )

---------------------------------------------------------



--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------



--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I --------------------------------------------------------------------------------------------------



--------------------------------------------------------- I 643.46 0.22 0.22 I

---------------------------------------------------------


.


-------------------

.-----------------------


----------------------- I A I 100 I

I B I 100 I

I C I 100 I

-----------------------






-----------------------------------------------------------------------------



-----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 7.16 I 10.74 I 7.16 I


-----------------------------------------------------------------------------

.

-----------------------------------------------------------





-----------------------------------------------------------


I I I 0.0 I 103.0 I 470.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I


I I I 196.0 I 0.0 I 59.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.915 I 0.085 I 0.000 I

I I I 746.0 I 69.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I

-----------------------------------------------------------









I 07.45-08.00 I

I B-AC 3.20 6.57 0.487 0.00 0.91 12.5 0.29 I

I C-A 9.36 I

I C-B 0.87 9.13 0.095 0.00 0.10 1.5 0.12 I

I A-B 1.29 I I A-C 5.90 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 08.00-08.15 I

I B-AC 3.82 6.00 0.637 0.91 1.63 22.2 0.44 I

I C-A 11.18 I

I C-B 1.03 8.82 0.117 0.10 0.13 1.9 0.13 I

I A-B 1.54 I

I A-C 7.04 I

I I .------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.15-08.30 I

I B-AC 4.68 5.19 0.902 1.63 5.23 59.8 1.09 I I C-A 13.69 I

I C-B 1.27 8.39 0.151 0.13 0.18 2.6 0.14 I

I A-B 1.89 I

I A-C 8.62 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 08.30-08.45 I

I B-AC 4.68 5.19 0.902 5.23 6.30 87.4 1.46 I

I C-A 13.69 I

I C-B 1.27 8.39 0.151 0.18 0.18 2.6 0.14 I I A-B 1.89 I

I A-C 8.62 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 08.45-09.00 I

I B-AC 3.82 6.00 0.637 6.30 1.91 37.6 0.60 I

I C-A 11.18 I I C-B 1.03 8.82 0.117 0.18 0.13 2.1 0.13 I

I A-B 1.54 I

I A-C 7.04 I

I I

.------------------------------------------------------------------------------------------------------------------




I 09.00-09.15 I I B-AC 3.20 6.57 0.487 1.91 0.98 15.9 0.31 I

I C-A 9.36 I

I C-B 0.87 9.13 0.095 0.13 0.11 1.6 0.12 I

I A-B 1.29 I I A-C 5.90 I

I I

.------------------------------------------------------------------------------------------------------------------

.


-------------------------

TIME SEGMENT NO. OF


08.00 0.9 *

08.15 1.6 **

08.30 5.2 ***** 08.45 6.3 ******

09.00 1.9 **

09.15 1.0 *


-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

08.00 0.1

08.15 0.1 08.30 0.2

08.45 0.2

09.00 0.1

09.15 0.1 .


--------------------------------------------

---------------------------------------------------------------------------




---------------------------------------------------------------------------

I B-AC I 351.0 I 234.0 I 235.5 I 0.67 I 235.6 I 0.67 I

I C-A I 1026.8 I 684.5 I I I I I

I C-B I 95.0 I 63.3 I 12.3 I 0.13 I 12.3 I 0.13 I

I A-B I 141.8 I 94.5 I I I I I

I A-C I 646.9 I 431.3 I I I I I

--------------------------------------------------------------------------- I ALL I 2261.5 I 1507.6 I 247.9 I 0.11 I 247.9 I 0.11 I

---------------------------------------------------------------------------




END OF JOB

============================================= end of file ===============================================

TRL LIMITED

(C) COPYRIGHT 2006





--------------------------------------------------------


TRL SOFTWARE BUREAU



--------------------------------------------------------


Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2021 PM No Development Flows.vpi"


.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2021 PM No Development Flows LOCATION: Whitworth

DATE: 21/10/10



JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:


***************************************

INPUT DATA

----------


I

I

I

I

I

MINOR ROAD (ARM B)





---------------------------



ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------







I I I







will be adjusted )

---------------------------------------------------------



--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------



--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I

--------------------------------------------------------------------------------------------------

---------------------------------------------------------

I Intercept For Slope For Opposing Slope For Opposing I I Stream C-B Stream A-C Stream A-B I

---------------------------------------------------------

I 643.46 0.22 0.22 I ---------------------------------------------------------


.


-------------------

.-----------------------


-----------------------

I A I 100 I I B I 100 I

I C I 100 I

-----------------------






-----------------------------------------------------------------------------


I ARM I FLOW STARTS I TOP OF PEAK I FLOW STOPS I BEFORE I AT TOP I AFTER I

I I TO RISE I IS REACHED I FALLING I PEAK I OF PEAK I PEAK I -----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 13.04 I 19.56 I 13.04 I

I ARM B I 15.00 I 45.00 I 75.00 I 2.10 I 3.15 I 2.10 I

I ARM C I 15.00 I 45.00 I 75.00 I 6.84 I 10.26 I 6.84 I -----------------------------------------------------------------------------

.

-----------------------------------------------------------



I I (PERCENTAGE OF H.V.S) I

I -------------------------------------- I TIME I FROM/TO I ARM A I ARM B I ARM C I

-----------------------------------------------------------

I 16.45 - 18.15 I I I I I

I I ARM A I 0.000 I 0.237 I 0.763 I I I I 0.0 I 247.0 I 796.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM B I 0.613 I 0.000 I 0.387 I I I I 103.0 I 0.0 I 65.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.867 I 0.133 I 0.000 I

I I I 474.0 I 73.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I -----------------------------------------------------------



. QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT

-------------------------------------------------------- FOR COMBINED DEMAND SETS


.------------------------------------------------------------------------------------------------------------------

I TIME DEMAND CAPACITY DEMAND/ PEDESTRIAN START END DELAY GEOMETRIC DELAY AVERAGE DELAY I I (VEH/MIN) (VEH/MIN) CAPACITY FLOW QUEUE QUEUE (VEH.MIN/ (VEH.MIN/ PER ARRIVING I


I 16.45-17.00 I

I B-AC 2.11 6.32 0.334 0.00 0.49 6.9 0.23 I

I C-A 5.95 I

I C-B 0.92 7.82 0.117 0.00 0.13 1.9 0.14 I

I A-B 3.10 I

I A-C 9.99 I I I

.------------------------------------------------------------------------------------------------------------------



I (RFC) (PEDS/MIN) (VEHS) (VEHS) TIME SEGMENT) TIME SEGMENT) VEHICLE (MIN) I I 17.00-17.15 I

I B-AC 2.52 5.61 0.448 0.49 0.78 11.1 0.32 I

I C-A 7.10 I

I C-B 1.09 7.25 0.151 0.13 0.18 2.6 0.16 I

I A-B 3.70 I

I A-C 11.93 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.15-17.30 I

I B-AC 3.08 4.61 0.668 0.78 1.80 23.7 0.60 I I C-A 8.70 I

I C-B 1.34 6.47 0.207 0.18 0.26 3.7 0.19 I

I A-B 4.53 I

I A-C 14.61 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.30-17.45 I

I B-AC 3.08 4.61 0.668 1.80 1.90 27.9 0.64 I

I C-A 8.70 I

I C-B 1.34 6.47 0.207 0.26 0.26 3.9 0.19 I I A-B 4.53 I

I A-C 14.61 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 17.45-18.00 I

I B-AC 2.52 5.61 0.449 1.90 0.84 13.9 0.34 I

I C-A 7.10 I I C-B 1.09 7.25 0.151 0.26 0.18 2.8 0.16 I

I A-B 3.70 I

I A-C 11.93 I

I I

.------------------------------------------------------------------------------------------------------------------




I 18.00-18.15 I I B-AC 2.11 6.31 0.334 0.84 0.51 8.1 0.24 I

I C-A 5.95 I

I C-B 0.92 7.82 0.117 0.18 0.13 2.1 0.14 I

I A-B 3.10 I I A-C 9.99 I

I I

.------------------------------------------------------------------------------------------------------------------

.


-------------------------

TIME SEGMENT NO. OF


17.00 0.5

17.15 0.8 *

17.30 1.8 ** 17.45 1.9 **

18.00 0.8 *

18.15 0.5 *


-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

17.00 0.1

17.15 0.2 17.30 0.3

17.45 0.3

18.00 0.2

18.15 0.1 .


--------------------------------------------

---------------------------------------------------------------------------




---------------------------------------------------------------------------

I B-AC I 231.2 I 154.2 I 91.5 I 0.40 I 91.5 I 0.40 I

I C-A I 652.4 I 435.0 I I I I I

I C-B I 100.5 I 67.0 I 16.9 I 0.17 I 16.9 I 0.17 I

I A-B I 340.0 I 226.7 I I I I I

I A-C I 1095.6 I 730.4 I I I I I

--------------------------------------------------------------------------- I ALL I 2419.8 I 1613.2 I 108.4 I 0.04 I 108.4 I 0.04 I

---------------------------------------------------------------------------




END OF JOB

============================================= end of file ===============================================

TRL LIMITED

(C) COPYRIGHT 2006





--------------------------------------------------------


TRL SOFTWARE BUREAU



--------------------------------------------------------


Run with file:- "I:\Projects\A067001 - A067500\A067392\Analysis\Traffic Models\2021 PM With Development Flows.vpi"

(drive-on-the-left ) at 13:43:20 on Monday, 6 December 2010

.RUN INFORMATION

***************

RUN TITLE: Market Street Hall Street 2021 PM With Development Flows LOCATION: Whitworth

DATE: 21/10/10



JOB NUMBER: A067392

STATUS: On-going

DESCRIPTION:


***************************************

INPUT DATA

----------


I

I

I

I

I

MINOR ROAD (ARM B)





---------------------------



ETC.

.GEOMETRIC DATA

--------------

----------------------------------------------------------------







I I I







will be adjusted )

---------------------------------------------------------



--------------------------------------------------------- I 686.90 0.24 0.09 I

---------------------------------------------------------

--------------------------------------------------------------------------------------------------



--------------------------------------------------------------------------------------------------

I 536.83 0.22 0.09 0.14 0.31 I

--------------------------------------------------------------------------------------------------

---------------------------------------------------------

I Intercept For Slope For Opposing Slope For Opposing I I Stream C-B Stream A-C Stream A-B I

---------------------------------------------------------

I 643.46 0.22 0.22 I ---------------------------------------------------------


.


-------------------

.-----------------------


-----------------------

I A I 100 I I B I 100 I

I C I 100 I

-----------------------






-----------------------------------------------------------------------------


I ARM I FLOW STARTS I TOP OF PEAK I FLOW STOPS I BEFORE I AT TOP I AFTER I

I I TO RISE I IS REACHED I FALLING I PEAK I OF PEAK I PEAK I -----------------------------------------------------------------------------

I ARM A I 15.00 I 45.00 I 75.00 I 13.32 I 19.99 I 13.32 I

I ARM B I 15.00 I 45.00 I 75.00 I 2.34 I 3.51 I 2.34 I

I ARM C I 15.00 I 45.00 I 75.00 I 6.99 I 10.48 I 6.99 I -----------------------------------------------------------------------------

.

-----------------------------------------------------------



I I (PERCENTAGE OF H.V.S) I

I -------------------------------------- I TIME I FROM/TO I ARM A I ARM B I ARM C I

-----------------------------------------------------------

I 16.45 - 18.15 I I I I I

I I ARM A I 0.000 I 0.253 I 0.747 I I I I 0.0 I 270.0 I 796.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM B I 0.615 I 0.000 I 0.385 I I I I 115.0 I 0.0 I 72.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I

I I ARM C I 0.848 I 0.152 I 0.000 I

I I I 474.0 I 85.0 I 0.0 I

I I I ( 0.0)I ( 0.0)I ( 0.0)I

I I I I I I -----------------------------------------------------------



. QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT

-------------------------------------------------------- FOR COMBINED DEMAND SETS


.------------------------------------------------------------------------------------------------------------------

I TIME DEMAND CAPACITY DEMAND/ PEDESTRIAN START END DELAY GEOMETRIC DELAY AVERAGE DELAY I I (VEH/MIN) (VEH/MIN) CAPACITY FLOW QUEUE QUEUE (VEH.MIN/ (VEH.MIN/ PER ARRIVING I


I 16.45-17.00 I

I B-AC 2.35 6.24 0.376 0.00 0.59 8.2 0.25 I

I C-A 5.95 I

I C-B 1.07 7.75 0.138 0.00 0.16 2.3 0.15 I

I A-B 3.39 I

I A-C 9.99 I I I

.------------------------------------------------------------------------------------------------------------------



I (RFC) (PEDS/MIN) (VEHS) (VEHS) TIME SEGMENT) TIME SEGMENT) VEHICLE (MIN) I I 17.00-17.15 I

I B-AC 2.80 5.52 0.507 0.59 0.98 13.7 0.36 I

I C-A 7.10 I

I C-B 1.27 7.18 0.177 0.16 0.21 3.1 0.17 I

I A-B 4.05 I

I A-C 11.93 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.15-17.30 I

I B-AC 3.43 4.50 0.762 0.98 2.64 33.0 0.78 I I C-A 8.70 I

I C-B 1.56 6.38 0.245 0.21 0.32 4.6 0.21 I

I A-B 4.95 I

I A-C 14.61 I I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------




I 17.30-17.45 I

I B-AC 3.43 4.50 0.763 2.64 2.87 41.7 0.89 I

I C-A 8.70 I

I C-B 1.56 6.38 0.245 0.32 0.32 4.8 0.21 I I A-B 4.95 I

I A-C 14.61 I

I I

.------------------------------------------------------------------------------------------------------------------

.------------------------------------------------------------------------------------------------------------------



I 17.45-18.00 I

I B-AC 2.80 5.52 0.507 2.87 1.08 18.5 0.40 I

I C-A 7.10 I I C-B 1.27 7.18 0.177 0.32 0.22 3.4 0.17 I

I A-B 4.05 I

I A-C 11.93 I

I I

.------------------------------------------------------------------------------------------------------------------




I 18.00-18.15 I I B-AC 2.35 6.24 0.376 1.08 0.62 9.9 0.26 I

I C-A 5.95 I

I C-B 1.07 7.75 0.138 0.22 0.16 2.5 0.15 I

I A-B 3.39 I I A-C 9.99 I

I I

.------------------------------------------------------------------------------------------------------------------

.


-------------------------

TIME SEGMENT NO. OF


17.00 0.6 *

17.15 1.0 *

17.30 2.6 *** 17.45 2.9 ***

18.00 1.1 *

18.15 0.6 *


-------------------------

TIME SEGMENT NO. OF

ENDING VEHICLES

IN QUEUE

17.00 0.2

17.15 0.2 17.30 0.3

17.45 0.3

18.00 0.2

18.15 0.2 .


--------------------------------------------

---------------------------------------------------------------------------




---------------------------------------------------------------------------

I B-AC I 257.4 I 171.6 I 125.0 I 0.49 I 125.0 I 0.49 I

I C-A I 652.4 I 435.0 I I I I I

I C-B I 117.0 I 78.0 I 20.6 I 0.18 I 20.6 I 0.18 I

I A-B I 371.6 I 247.8 I I I I I

I A-C I 1095.6 I 730.4 I I I I I

--------------------------------------------------------------------------- I ALL I 2494.1 I 1662.7 I 145.6 I 0.06 I 145.6 I 0.06 I

---------------------------------------------------------------------------




END OF JOB

============================================= end of file ===============================================

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