- Wokingham Borough Council
Transcription
- Wokingham Borough Council
TRANSPORT APPRAISAL LAND EAST OF WATMORE LANE, WINNERSH Client: Taylor Wimpey Southern Counties i-Transport LLP Grove House Lutyens Close Chineham Court Basingstoke Hampshire RG24 8AG Tel: 01256 338640 Fax: 01256 338644 i-Transport Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 COPYRIGHT The contents of this document must not be copied or reproduced in whole or in part without the written consent of i-Transport LLP QUALITY MANAGEMENT Report No. Comments Date ITB6076-001 Draft 16/11/11 ITB6076-001A Final 19/12/11 Author David Webb / Ben Thomas David Webb / Authorised James Bevis James Bevis Ben Thomas File ref: T:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Admin\Report and Tech Notes\ITB6076-001A R Transport Appraisal.doc Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 CONTENTS EXECUTIVE SUMMARY ...................................................................................... 1 SECTION 1 INTRODUCTION ........................................................................ 2 SECTION 2 ACCESS ........................................................................................ 4 SECTION 3 TRANSPORT SUSTAINABILITY.............................................. 8 SECTION 4 HIGHWAYS IMPACT ............................................................... 18 SECTION 5 OVERVIEW TRANSPORT STRATEGY ................................. 34 SECTION 6 SUMMARY AND CONCLUSIONS ......................................... 41 FIGURES FIGURE 1.1 SITE LOCATION PLAN FIGURE 3.1 WALKING CATCHMENT FIGURE 3.2 CYCLING CATCHMENT FIGURE 3.3 LOCAL ACCESSIBILITY PLAN FIGURE 4.1 NET IMPACT OF DEVELOPMENT TRAFFIC – AM PEAK FIGURE 4.2 NET IMPACT OF DEVELOPMENT TRAFFIC – AM PEAK APPENDICES APPENDIX A EMERGING SITE MASTERPLAN APPENDIX B SITE ACCESS ARRANGEMENTS APPENDIX C WINNERSH RELIEF ROAD PHASE II PROPOSED HIGHWAY ALIGNMENT APPENDIX D LINSIG OUTPUTS APPENDIX E PICADY OUTPUTS APPENDIX F ARCADY OUTPUTS Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Land East of Watmore Lane, Winnersh Transport Appraisal EXECUTIVE SUMMARY This report provides a detailed Transport Appraisal of the proposal for some 421 dwellings on land east of Watmore Lane, Winnesh. This site is being promoted by Taylor Wimpey Southern Counties as a housing site outside of the Strategic Development locations. It is clear that the site is well located to local facilities and services – residents will have genuine opportunities to make trips locally on foot and by bicycle. The site is also well located to frequent bus services and Winnesh rail station is within an acceptable walking distance. It will be important that the development brings forward a robust sustainable transport strategy to facilitate and encourage new and existing residents to travel by non car models. There is a very good baseline to build upon in this regard – the strategy will include improvements and extensions to the (already very good) walking and cycling network; more frequent and/or diverted bus services – providing the opportunity to serve an area of north – eastern Winnesh, which is currently somewhat distant from buses; and the implementation of a meaningful Travel Plan. The size of the scheme is an important virtue because it will be sufficiently large to be able to fund significant transport improvements and provide enough residents to make improved bus services commercially viable in the long term. Access to the site from the external highway network is readily achievable in accordance with the relevant design guidance set out in the Manual for Streets. The potential traffic impact of the scheme on the local highway network has been robustly tested based on the latest traffic data from the Wokingham Strategic Transport Model. This shows that there is no traffic constraint to all 421 or so dwellings coming forward following the completion of Phase II of the Winnersh Relief Road; and that at least 300 dwellings on the site should be achievable prior to its completion. The scheme is also well placed to provide an appropriate financial contribution to substantially assist in bringing forward important local highway schemes including Phase II of the Winnersh Relief Road and capacity improvements at the Loddon Bridge Gyratory. Against this background, the proposal will provide sustainable development; is readily deliverable; and offers the opportunity to deliver significant improvements to local transport infrastructure. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 1 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 1 INTRODUCTION 1.1 Background 1.1.1 Taylor Wimpey Southern Counties has appointed i-Transport LLP to provide transport and highways advice with regard to the proposed development of circa 421 dwellings on land east of Watmore Lane, Winnersh. A site location plan is included as Figure 1.1. The emerging masterplan for the site is provided in Appendix A. 1.1.2 The purpose of this report is to consider transport and highways matters for the site to inform a comprehensive overarching informal submission to Wokingham Borough Council (‘the Council’) with regard to the ‘Options for the Managing Development Delivery DPD’, which will identify housing sites, outside of Strategic Development Locations, to meet the Borough's housing requirement until 2026. 1.2 Scope 1.2.1 From a transport perspective, the Options for the Managing Development Delivery DPD identifies three transport criteria, as follows: i) Site is accessible to facilities and services (ref: Draft DPD page 33); ii) Site can be accessed from the existing road network (ref: Draft DPD page 35); and iii) Impact on highway network (ref: Draft DPD page 36). 1.2.2 This note considers the proposed development against each of these matters. 1.3 Structure 1.3.1 This remainder of this note is structured as follows: • Section 2 sets out a proposed access strategy in terms of providing vehicular, pedestrian, cyclist, emergency vehicle and potentially bus access to the site. • Section 3 provides an overview of relevant national and local policy with regard to accessibility and sustainability in transport terms; sets out the opportunities for walking, cycling and public transport; and summarises the availability of local facilities and services in the area. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 2 Land East of Watmore Lane, Winnersh Transport Appraisal • Section 4 estimates the likely traffic generation of the proposal and considers the impact that this will have on the local highway network. In particular, key local junctions have been assessed and how the impact of the development can be mitigated has been considered. • Section 5 provides an overview of a potential transport strategy for the proposal. • Section 6 provides a summary and conclusions. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 3 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 2 ACCESS 2.1 Introduction 2.1.1 This section provides an overview of the proposed vehicular, pedestrian, cyclist, emergency vehicle and (potentially) bus access to the proposal. 2.2 Vehicular Access 2.2.1 It is proposed to provide vehicular access to the proposed development by extending Woodward Close into the site, broadly in the location of the southern end of Watmore Lane. The new access road will be 5.7m wide and there will be a 2.0m footway on the northern side of the proposed access road and a 3.5m wide shared use footway/cycleway on the southern side. 2.2.2 It is proposed that the existing northern end of Woodward Close forms the minor arm of the site access junction. This is on the basis that the northern end of Woodward Close only serves 100 or so dwellings compared to the potential circa 421 dwellings on the development site. The proposed site access arrangements are shown in i-Transport drawing no. ITB6076-GA-002, a copy of which is provided in Appendix B. 2.2.3 This drawing also demonstrates that visibility splays of 2.4m x 43m to both the left and right from the Woodward Close minor arm are achievable either with the public highway or land under the applicant’s control. These sight lines are appropriate for an 85th percentile wet-weather speed of 30mph and therefore provide safe and acceptable visibility in accordance with the requirements set out in MfS. 2.2.4 To the south of the proposed site access, the carriageway width across the roadover-rail bridge is some 5.2m. This provides sufficient width for a car and large vehicle to pass each other. 2.2.5 i-Transport drawing no. ITB6076-GA-001, a copy of which is also provided in Appendix B, demonstrates that adequate forward visibility appropriate for vehicle speeds of 20mph is achievable within the highway or land under the applicant’s control around the bend in the carriageway to the south of the bridge. 2.2.6 It is understood that Phase 2 of the Winnersh Relief Road (WRR) will tie in with the A329 Reading Road at the junction with Woodward Close, as shown in Appendix C. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 4 Land East of Watmore Lane, Winnersh Transport Appraisal 2.2.7 The proposal to serve the development proposal via the existing A329 Reading Road / Woodward Close signalised junction is therefore not prejudiced by, nor does it prejudice, the second phase of the WRR. 2.3 Emergency Vehicle Access 2.3.1 Previous design guidance sought to restrict the number of dwellings that could be served from a single access. Normally a maximum of 300 dwellings was used, and this was primarily based on the need for an alternative access for emergency vehicles in the event of an emergency where the only access was obstructed. 2.3.2 Manual for Streets (MfS1) however, states in paragraph 6.7.3 that limiting the size of a development that can be served by a single access route based on the number of dwellings is no longer appropriate. Current guidance promotes a much less numbers-driven approach and each application is based on a risk assessment by the fire services for the site, on the basis of the response time requirements. 2.3.3 Against this background, there is no national or local policy restricting the use of a single point of access to serve the proposed development. 2.3.4 In any event, it is proposed to provide an emergency vehicle access via Maidensfield to the north-west of the site. Maidensfield is a residential cul-de-sac and forms forms a simple priority junction with Watmore Lane. It currently comprises a 5.5m wide carriageway with 2.0m wide footways and therefore is suitable to form an emergency access to the site. 2.4 Pedestrian/Cyclist 2.4.1 PPG13 sets out the objective of achieving the greatest degree of access by walking and cycling to help promote walking as a primary means of access. 2.4.2 Against this background, pedestrian/cyclist connections are proposed via the following routes: i) Maidensfield; ii) Watmore Lane; and iii) Woodward Close. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 5 Land East of Watmore Lane, Winnersh Transport Appraisal 2.4.3 These links will form 2.0-3.0m wide footway/cycle links which will be illuminated and will be well-overlooked by motorists and/or adjacent properties. These connections will provide links to the existing good quality pedestrian provision through the residential development immediately to the west of the site. 2.4.4 The provision of these direct walking routes will assist in reducing the walking distances between land uses in the area and will assist in reducing reliance on the use of the private car for future residents in accordance with the aims and objectives of PPG13. 2.5 Bus 2.5.1 There is the potential to divert the existing bus services operating on the A329 Reading Road into the site via Woodward Close and out via Maidensfield. 2.5.2 MfS states that carriageways on bus routes should not generally be less than 6.0m wide, although paragraph 6.5.7 states this width ‘could be reduced on short sections with good inter-visibility between opposing flows’. The carriageway width on Woodward Close across the road-over-rail bridge is some 5.2m for a distance of some 60m-70m. 2.5.3 There is good intervisibility between opposing vehicles on Woodward Close either side of the road-over-rail bridge. If buses did occasionally meet then it could be possible for one of them to give way. 2.5.4 Maidensfield is a residential cul-de-sac of some 180m in length with a carriageway width of 5.5m. It is very lightly trafficked with low vehicle slows speed. There are short sections of ‘single-track’ working as a result of the existing on-street parking. 2.5.5 The existing carriageway width will be sufficient to accommodate a bus with minimum intervisibility of 43m to enable opposing vehicles to be able to see each other either side of any parked cars, in accordance with the likely vehicle speeds on the route. 2.6 Summary 2.6.1 It is proposed that vehicular access to the site is via an extension of Woodward Close. The northern end of the existing Woodward Close will form the minor arm of a simple priority junction with the proposed site access. Emergency access will be via Maidensfield. The proposed arrangements are in full compliance with the guidance set out in Manual for Streets. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 6 Land East of Watmore Lane, Winnersh Transport Appraisal 2.6.2 The proposal to serve the development proposal via the existing A329 Reading Road / Woodward Close signalised junction is not prejudiced by, nor does it prejudice, the second phase of the Winnersh Relief Road and therefore it has been demonstrated that adequate vehicular access can be provided to serve the proposed development. 2.6.3 High quality pedestrian and cycle connections into the site are proposed at Maidensfield, Watmore Lane, and Woodward Close to provide links to the existing good quality pedestrian provision through the residential development immediately to the west of the site. 2.6.4 There is the potential to divert the existing bus services operating on the A329 Reading Road into the site via Woodward Close and out onto Maidensfield. These existing routes are suitable to accommodate buses in accordance with the guidance in MfS. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 7 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 3 TRANSPORT SUSTAINABILITY 3.1 Introduction 3.1.1 This section considers the transport sustainability of the proposal, as follows: • An overview of national and local transport policy is provided to provide context; • An audit of opportunities for walking, cycling and public transport is provided; and • An overview of local facilities and services is set out to identify the opportunities for local travel. 3.2 Policy Planning Policy Guidance Note 13: Transport (PPG13) 3.2.1 PPG13 (January 2011) provides the overarching national transport policy for new development. The key objectives of PPG13 are 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.” 3.2.2 The need for Transport Assessments to accompany planning applications for new development is set out in paragraph 23. PPG13 requires Transport Assessments to illustrate the accessibility of the site by all modes, and give details of the proposed measures to improve access by walking, cycling and public transport. Sections 4 and 5 of this report details the accessibility of the site. Planning Policy Statement 3: Housing (PPS3) 3.2.3 The most recent version of Planning Policy Statement 3 (PPS3) Housing was published in June 2010. One of the core objectives of PPS3 is “to create sustainable, inclusive and mixed use communities in all areas, both rural and urban” (ref: PPS3 paragraph 9). The guidance also identifies that development should be focused “in locations with good public transport accessibility and/or by means other than the private car” (ref: PPS3 paragraph 37). Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 8 Land East of Watmore Lane, Winnersh Transport Appraisal Draft National Planning Policy Framework 3.2.4 The Government published its draft National Planning Policy Framework (NPPF) in July 2011. It is intended that this will eventually provide a single document to supersede all planning policy guidance notes and planning policy statements. A section is provided in respect of transport, which largely upholds the preceding national planning policy documents. Paragraph 86 encourages developments that take up opportunities for travel by the more sustainable modes of travel and for safe access to sites for all road users. 3.2.5 The draft NPPF states new developments should be located and designed where practical to: - create safe and secure layouts which minimise conflicts between traffic and cyclists or pedestrians; […] 3.2.6 give priority to pedestrian and cycle movements, and have access to high quality public transport facilities; Subject to these criteria, paragraph 86 advises that: “…development should not be prevented or refused on transport grounds unless the residual impacts of development are severe, and the need to encourage increased delivery of homes and sustainable economic development should be taken into account.” WBC Local Development Framework 3.2.7 The Wokingham Borough Core Strategy Development Plan Document (DPD) was adopted by the Council 29 January 2010. It sets out a planning framework for guiding the location and level of development in the Borough up to 2026. 3.2.8 To achieve sustainable development, the DPD states that proposals likely to generate significant demands for travel movements should be located in areas with the best access to existing facilities and services. This will enable future residents to have a choice of modes of transport to access a range of destinations and will assist in reducing the use of the private car. 3.2.9 Policy CP6 ‘Managing Travel Demand’ states the new development should: “a) Provide for sustainable forms of transport to allow choice; Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 9 Land East of Watmore Lane, Winnersh Transport Appraisal b) … located where there are or will be at the time of development choices in the mode of transport available and which minimise the distance people need to travel; c) Improve the existing infrastructure network, including road, rail and public transport, enhance facilities for pedestrians and cyclists, including provision for those with reduced mobility, and other users;” […] 3.3 Existing Conditions Walking and Cycling 3.3.1 To the south of the site, Woodward Close provides a good quality 3.5m wide footway/cycleway on the eastern side of the carriageway. The footway/cycleway crosses the railway line via a separate bridge alongside the road-over-rail bridge. To the south of the railway line, it is separated from the carriageway by a grass verge. This route is street lit and provides safe and convenient pedestrian access to the existing pedestrian facilities on the A329 Reading Road. There is also a footway on the western side of Woodward Close as far as the priority junction which serves no’s 1 to 57 Woodward Close. 3.3.2 The A329 Reading Road / Woodward Close signalised crossing provides Toucan crossing facilities on the eastern and southern arms of the junction. There are is a shared use footway/cycleway, approximately 2.5m wide, situated on Reading Road on the northern side carriageway. There is a mandatory on-road cycle lane on the southern side of the carriageway. These provide good quality, direct and continuous pedestrian and cyclist routes, which are well illuminated and well overlooked, to all the facilities and services provided in Winnersh and Wokingham town centres. 3.3.3 The existing residential area to the west of the site provides a good quality pedestrian network. There are a series of 1.5m-2.0m wide footways and well lit pedestrian routes via lightly trafficked and low speed residential roads, including Danywern Drive and Watmore Lane, which create a pleasant environment for walking. These pedestrian facilities provide a direct link to Winnersh Rail Station, Winnersh Primary School, and Forest School. 3.3.4 The Winnersh Crossroads provides dedicated pedestrian crossing facilities on all arms of the junctions and there are controlled crossing facilities on Reading Read at the junction providing access to the Sainsburys Superstore located some 100m further south. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 10 Land East of Watmore Lane, Winnersh Transport Appraisal 3.3.5 On this basis, walking and cycling journeys to and from the site can be easily and safely accommodated by the existing pedestrian and cycling network. Public Transport 3.3.6 The closest bus stops to the site are located on the A329 Reading Road, to the north of the junction with Woodward Close. The A329 Reading Road forms the principal public transport corridor between Reading and Wokingham. The bus stop on the northern side of the road serving southbound buses is some 460m walking distance from the southern part of site. The bus stop on the southern side of the carriageway serving northbound buses is 530m walking distance from the site and is accessible via a dedicated pedestrian crossing at the Reading Road / Woodward Close signalised junction. These bus stops are located some 770m and 840m respectively from the centre of the site. 3.3.7 These bus stops are therefore some 5-6 minutes walk from the southern part of the site (assuming an average walking speed of 1.4m per second) and thus within a realistic walking distance of the development (the stops are located some 8-9 minutes from the centre of the site). Whilst they are just outside the recommended maximum walking distance to bus stops of 400m identified in the IHT document ‘Planning for Public Transport in Developments’, this is not a ‘cut off’ beyond which people no longer use public transport. It is important to note that the TfL document ‘Transport Assessment Best Practice Guidance’, May 2006, defines the maximum walk time to a bus stop as 8 minutes or a distance of 640 metres. Against the background, the closest bus stops to the site are located within a reasonable walking distance from most of the site. 3.3.8 There are also further bus stops situated on the B3030 Robin Hood Lane, located some 700m (equating to 8 minutes walking distance) from the western part of the site. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 11 Land East of Watmore Lane, Winnersh Transport Appraisal 3.3.9 A total of four buses per hour in each direction (i.e. every 15 minutes) serve the A329 Reading Road corridor on a weekday with three to four buses per hour on weekends. These buses provide connections with Reading Town Centre, Wokingham, and Bracknell for access to a wide range of employment, retail and leisure facilities. The journey time by bus to Reading Town Centre is approximately 25 minutes, with a 6-minute journey to Wokingham, and 23-minutes to Bracknell. The first available service for Reading Town Centre leaves the nearest stops to the site at 0625 and the last return journey is at 2011. The earliest service for Wokingham and Bracknell leaves the bus stops at 0723 and the last return journey is at 2106. As a result, the current bus services accommodate a range of journey purposes to and from the site. 3.3.10 Table 3.1 below outlines the bus services which serve the stops on Reading Road and Robin Hood Lane. The principal bus routes are shown in Figure 3.3. Table 3.1: Bus Routes and Frequencies Service Route 126/128/129 Approximate Daytime Frequency Mon-Fri Sat Sun Wokingham- Twyford- Reading Hourly 2 Hourly - Reading- Twyford- Wokingham Hourly 2 Hourly - 190 Reading- Wokingham- Bracknell 20 mins 20 mins 30 mins (via Reading Road) Bracknell- Wokingham- Reading 20 mins 20 mins 30 mins 202 Whitley Wood – Winnersh- 1 return (via Reading Road) Holt School/Emmbrook School journey - - - - - - (via Reading Road and Robin Hood Lane) 244 Reading – Wokingham (via Reading Road) 1 return journey 302 School route-Sandhurst- 1 return (via Reading Road) Winnersh- Henley College journey Source: Traveline South East 3.3.11 The site is therefore relatively well located to frequent bus services that provide fast and direct connections to the local area and, in particular, the facilities and services offered by Reading, Wokingham, and Bracknell town centres. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 12 Land East of Watmore Lane, Winnersh Transport Appraisal Rail 3.3.12 Winnersh Rail Station is located approximately 750m from the east of the site and is therefore within the recommended maximum distance of 800m recommended by the Institution for Highways and Transportation (IHT) document ‘Planning for Public Transport in Developments’. 3.3.13 The centre of the site is located some 1.1km from the rail station, only just outside the preferred maximum distance. The rail station is therefore still within an easy 12 minute walk for future residents of the site via the lightly trafficked resident roads of Danywern Drive and Robin Hood Lane. 3.3.14 Winnersh Rail Station is situated on the Reading to London Waterloo line with services operated by South West Trains and First Great Western. Direct connections are available to/from Reading, Bracknell, and London Waterloo at a frequency of two trains per hour during daytimes and evenings, Monday through to Saturday, with additional services during the peak hour periods. On Sundays the frequency is approximately one service per hour. 3.3.15 These trains provide modern and comfortable services with a journey time to/from Reading of approximately 10 minutes and an 11-minute journey time to Bracknell. 3.3.16 Table 3.2 summarises the key destinations, frequencies and journey times for services from Winnersh Rail Station (the services shown are direct services only). Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 13 Land East of Watmore Lane, Winnersh Transport Appraisal Table 3.2: Rail Services and Frequencies Destination London Waterloo Daytime Frequency 30 mins (plus additional peak Reading (plus additional peak Saturday Sunday 05:51 / 05:51 / 08:03 / 23:21 23:21 23:03 06:00 / 06:00 / 08:21 / 00:36 00:36 00:51 05:51 / 05:51 / 08:03 / 23:21 23:21 23:03 05:51 / 05:51 / 08:03 / 23:21 23:21 23:03 15:35 - - 33 mins 15:35 - - 84 mins hour services) 30 mins Bracknell (plus additional peak hour services) 30 mins Wokingham (plus additional peak hour services) Guildford One direct train per day Gatwick One direct train per Airport day Time Mon-Fri hour services) 30 mins Journey First / Last Service Typical Mon -Sat (approx) 74 mins 10 mins 11 mins 4 mins Source: SW Trains, First Great Western, National Rail 3.3.17 Table 3.2 demonstrate that the site is accessible to frequent direct rail services to main towns in the area, including London. 3.4 Accessibility Introduction 3.4.1 National guidance provided in PPS3 and PPG13 stresses the need to promote residential developments in areas that have good accessibility to jobs, key services, community facilities, and public transport. 3.4.2 This section considers the accessibility of the proposed development by walking, cycling and public transport to local services and facilities, including employment, leisure, and shopping. National statistics, shown in Table 3.3, indicate that these journey purposes account for approximately two-thirds of all journeys made. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 14 Land East of Watmore Lane, Winnersh Transport Appraisal Table 3.3: Proportion of Trips per Year by Journey Purpose Journey Purpose Proportion of Trips Leisure 27% Shopping 20% Commuting/Business 18% Education/Escort Education 11% Personal Business 11% Other Escort 9% Other 4% (Source: Table NTS0409 of Transport Statistics Great Britain 2010) Walking and Cycling Catchment Areas 3.4.3 Paragraph 75 of PPG13 states that “walking is the most important mode of travel at the local level and offers the greatest potential to replace short car trips, particularly under 2 kilometres”. Further Guidance can be found in the Manual for Streets, which states at paragraph 4.4.1: “Walkable neighbourhoods are typically characterised by having a range of facilities within 10 minutes’ (up to about 800 m) walking distance of residential areas which residents may access comfortably on foot. However, this is not an upper limit and PPS13 states that walking offers the greatest potential to replace short car trips, particularly those under 2 km. MfS encourages a reduction in the need to travel by car through the creation of mixed-use neighbourhoods with interconnected street patterns, where daily needs are within walking distance of most residents.” 3.4.4 Figure 3.1 illustrates the 800m (‘comfortable’) and 2km (‘acceptable’) walking distance from the site, and shows that Winnersh Primary School, Forest School, and Winnersh Rail Station are located within a ‘comfortable’ walking distance from the western part of the site whilst the whole site is within an ‘acceptable’ walking distance of all local facilities within Winnersh, including the Sainsburys Superstore. 3.4.5 PPG13 also states that cycling “has the potential to substitute for short car trips, particularly those under 5km, and to form part of a longer journey by public transport.” Figure 3.2 shows a 5km ‘crow-fly’ cycling distance from the site. It shows that all of Winnersh and Wokingham, as well as the majority of Lower Earley and the Winnersh Triangle employment areas, are within an easy cycling distance of the site. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 15 Land East of Watmore Lane, Winnersh Transport Appraisal 3.5 Key Local Destinations 3.5.1 By understanding the main types of journeys that people make, the key destinations for future residents of the proposed site can be determined. Table 3.4 provides an assessment of the key local destinations by journey purpose and summarises the opportunities to access each destination by walking and cycling. The destinations are also shown in a local accessibility plan provided in Figure 3.3. Table 3.4: Existing Key Local Destinations Destination Education Winnersh Primary School Forest School Bearwood Primary School Emmbrook School Bearwood College Hawthorns Primary School Employment Grovelands Avenue Workshops Winnersh Crossroads- inc. Creative Directions and other businesses The Metro Business Centre Hatch Farm/Mill Lane- business premises Winnersh Triangle Industrial Areas Wokingham Town Centre Health Robinspool Dental Practice Sainsbury’s Pharmacy Westfield Road Surgery Woosehill Medical Centre Retail Winnersh Sainsbury’s Local shops Reading Road- inc. Barbers, PO Local Shops Reading Road- inc. Halfords Wokingham Town Centre Leisure Wokingham Bowling Club Recreation Ground (next to Winnersh Primary School) Recreation Ground (near Forest School) Dinton Pastures Country Park Monkey Mates Jungle Gym Hurst Golf Course Nirvana Spa Showcase Cinemas Bearwood Park Distance Walk Journey Time (mins) Cycle Journey Time (mins) 1.0 km 1.0 km 2.3 km 2.4 km 2.9 km 3.1km 12 minutes 12 minutes - 4 minutes 4 minutes 9 minutes 9 minutes 11 minutes 12 minutes 0.8 km 9 minutes 3 minutes 1.3 km 15 minutes 5 minutes 2.3 km 2.9 km 3.2 km 3.5 km - 9 minutes 11 minutes 12 minutes 13 minutes 1.0 km 1.4 km 2.1km 2.5 km 12 minutes 17 minutes - 4 minutes 5 minutes 8 minutes 9 minutes 1.4 km 1.6 km 2.5 km 3.5 km 17 minutes 19 minutes - 5 minutes 6 minutes 9 minutes 13 minutes 0.7 km 8 minutes 3 minutes 1.5 km 18 minutes 6 minutes 1.6 km 1.8 km 2.3 km 2.7 km 2.7 km 3.0 km 3.3 km 19 minutes 21 minutes - 6 minutes 7 minutes 9 minutes 10 minutes 10 minutes 11 minutes 12 minutes Source: Consultant’s Estimates Note: Walk journey time assumes an average walking speed of 1.4m/s. Cycle journey time assumes an average cycling speed of 16km/h. Journey times are approximate and measured via the shortest practicable route. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 16 Land East of Watmore Lane, Winnersh Transport Appraisal 3.5.2 The analysis demonstrates there are several large employment areas within a short cycling distance of the site, including the Winnersh Triangle employment areas. Wokingham Town Centre is also located within an easy cycling distance of the site, and is accessible by a direct and continuous off-road cycle route. 3.5.3 There are a range of existing schools in the adjacent residential providing future residents with a choice of primary schools and a large secondary school, all of which can be reached either on foot or by bicycle. 3.5.4 Winnersh local centre, including the Sainsburys Superstore, will be directly accessible from the site via a safe and convenient, direct pedestrian route within a reasonable walking distance of the site. 3.5.5 There are also a variety of leisure destinations that can be reached within easy cycling distance of the site. There are several existing medical facilities in the vicinity of the site which fall within an acceptable walking distance. 3.6 Summary 3.6.1 The site is well located to a safe pedestrian network that provides easy and convenient access to the facilities and services within Winnersh local centre and rail station. Winnersh is a local service centre with a range of employment, education, retail, and leisure destinations within a reasonable walking and easy cycling distance of the site, which will provide genuine opportunities for future residents of the site to make local journeys on foot and by bicycle instead of using the car. 3.6.2 Reading and Wokingham are also accessible from the site by direct rail and bus services for access to a wider range of employment, retail and leisure facilities. Winnersh Rail Station is located within a short walking distance from the east of the site and is accessible by a convenient pedestrian route and provides half-hourly services to Reading, Wokingham, and Bracknell with short journey times. 3.6.3 The A329 Reading Road also forms the principal public transport corridor between Reading and Wokingham and there are bus stops located within a reasonable walking distance of the site. These services also provide direct services to Reading, Wokingham, and Bracknell. 3.6.4 The development proposal therefore complies with national and local transport policy through promoting development in a location where there is a good level of accessibility by a choice of non-car modes of transport to a range of destinations. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 17 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 4 HIGHWAYS IMPACT 4.1 Introduction 4.1.1 This section provides an initial appraisal of the potential highways impact of 421 dwellings on the site on the local highway network using traffic data obtained from the Wokingham Strategic Transport Model. At this stage, the impact at the following key locations has been considered: 4.1.2 • A329 Reading Road / Woodward Close signalised junction; • Winnersh Crossroads; • Loddon Bridge Gyratory; and • A329 Reading Road / Winnersh Relief Road Phase II junction. An assessment of the impact of the proposed development has been undertaken for a 2026 design year. 4.2 Baseline Traffic Flow 4.2.1 Baseline traffic data for the local highway network has been obtained directly from Wokingham Borough Council. The data has been extracted from the Wokingham Strategic Transport Model (WSTM). The junction turning count model outputs are based on the latest available (September 2011) versions of the 2026 morning and evening peak hour forecasts. This design year is in accordance with the timeframe of the Adopted Wokingham Borough Council Core Strategy. 4.2.2 This initial assessment has been based on two separate forecast scenarios within the WSTM. The underlying development and infrastructure assumptions for each scenario are set out below. Scenario A 4.2.3 Scenario A includes all committed developments (i.e. developments with a valid planning permission, soft commitments (i.e. developments likely to receive planning permission), and Core Strategy development and infrastructure assumptions within Reading Borough and Bracknell Forest Borough (including the Amen Corner Strategic Development Location (SDL)). It excludes any Core Strategy development assumptions within Wokingham Borough. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 18 Land East of Watmore Lane, Winnersh Transport Appraisal 4.2.4 Scenario A also includes Hatch Farm Dairies, which comprises approximately 400 dwellings to the west of the A329 Reading Road. Winnersh Relief Road Phase 1 forms the access road for this development and as such is included within the scenario. Scenario B 4.2.5 Scenario B comprises all the assumptions within Scenario A and also includes the Core Strategy development assumptions in Wokingham Borough, including the proposed SDL developments. It excludes any off-site transport interventions required to mitigate the impact of the development. Scenario B and has not been assessed as part of this assessment. Scenario C 4.2.6 Scenario C comprises all the assumptions within Scenario A and also includes the Core Strategy development assumptions in Wokingham Borough, including the proposed SDL developments. It also includes all on-site infrastructure provision and all off-site transport interventions required to mitigate impacts of development. 4.2.7 The Core Strategy development assumptions within Wokingham comprise additional development in Wokingham Town Centre as well as SDLs at North Wokingham (1,500 dwellings, 15,000sqm of employment, and 1 primary school), South Wokingham (2,500 dwellings, 2 primary schools), Arborfield Garrison (3,500 dwellings, 30,800sqm of employment, 2 primary schools, 1 secondary school, and 4,000sqm of retail) and South of the M4 (2,500 dwellings, 55,000sqm of employment, and 2 primary schools). 4.2.8 The off-site infrastructure comprises the Shinfield Eastern Relief Road, the Arborfield Relief Road, the Ashridge Interchange (A329(M)/A321 Twyford Road), the North Wokingham Distributor Road, and the South Wokingham Distributor Road. Additional bus routes serving SDL development are also included. 4.2.9 The additional infrastructure also includes Phase II of the Winnersh Relief Road (between King Street Lane and Reading Road), which will be brought forward by WBC. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 19 Land East of Watmore Lane, Winnersh Transport Appraisal 4.3 Traffic Generation, Distribution and Assignment 4.3.1 The initial traffic generation of the proposed residential development at Land East of Watmore Lane, Winnersh has been estimated on the basis of the agreed vehicular trip rates used to assess the proposed nearby Hatch Farm Diaries development, as set out in the Transport Assessment accompanying that planning application. 4.3.2 The agreed vehicular trip rates for the proposed Hatch Farm Diaries scheme are reproduced in Table 4.1 below. Table 4.1: Vehicular Trip Rates – Residential Development (Hatch Farm Diaries) Trip Rate (per dwelling) Time In Out Total AM Peak (0800 – 0900) 0.165 0.462 0.627 PM Peak (1700 – 1800) 0.440 0.240 0.680 Source: Hatch Farm Diaries Transport Assessment 4.3.3 On the basis of the vehicular trip rates agreed for the Hatch Farm Diaries site, the resultant peak hour trips for the proposed residential development are presented in Table 4.2. Table 4.2: Vehicular Trip Generation – Residential Development: 421 Dwellings (Based on Hatch Farm Diaries Parameters) 421 Dwellings AM Peak (0800 – 0900) PM Peak (1700 – 1800) In Out Total In Out Total 69 195 264 185 101 286 Source: TRICS / Consultant’s Estimates 4.3.4 On the basis of the agreed vehicular trip rates for the proposed Hatch Farm Diaries development, the analysis indicates that the proposed development is likely to generate a maximum of 340 two-way vehicle trips in the peak hour periods. 4.3.5 The assignment of the generated traffic has been undertaken on the basis of the agreed distribution set out in the Transport Assessment accompanying the Hatch Farm Dairies planning application. 4.3.6 The above figures will of course need to be revisited, in due course. The initial analysis undertaken takes no account of peak hour spreading, reassignment of traffic, or any modal shift as a result of the proposed transport strategy and therefore is an extremely robust assessment of the traffic impacts of the development proposal. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 20 Land East of Watmore Lane, Winnersh Transport Appraisal 4.4 Net Impact 4.4.1 On the basis of the previously agreed vehicular trip rates, distribution and assignment at Hatch Farm Diaries applied to the proposed development at Land at Watmore Lane, and traffic data obtained from the WSTM, the impact on the A329 Reading Road corridor at the Reading Road / Woodward Close signalised junction, Winnersh Crossroads, and Loddon Bridge Gyratory during the weekday morning and evening peak periods in Scenario A and C is illustrated on Figures 4.1 and 4.2 respectively. Winnersh Crossroads 4.4.2 The analysis demonstrates that the proposed development will generate a maximum of approximately 190 additional vehicle movements at the Winnersh Crossroads during the peak hour periods in Scenario A (there will not be an impact at the junction in Scenario C – see paragraph 4.5.13), i.e. approximately three additional vehicle movements every minute. The impact on the A329 Reading Road approaches will be as follows: • A maximum of broadly two vehicles per minute on the A329 Reading Road northbound approach in the morning peak hour – an increase of around 10%; and • A maximum of approximately two vehicles per minute on the A329 Reading Road southbound approach in the evening peak – an increase of broadly 17%. Loddon Bridge Gyratory 4.4.3 The assessment also shows the impact at the Loddon Bridge Gyratory in Scenario A, with a maximum of approximately 190 extra vehicle movements (around one additional vehicle movement at the junction every three minutes) during the peak hour periods. 4.4.4 The impact on the A329 Reading Road arms will be as follows: • A maximum increase of approximately two additional vehicles per minute on the A329 Reading Road northbound approach in the morning peak hour – an impact of less than 10%; and Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 21 Land East of Watmore Lane, Winnersh Transport Appraisal • A maximum increase of one vehicle every two minutes on the A329 Reading Road southbound approach in the evening peak hour – an impact of 3.5%. 4.4.5 In Scenario C, due to the reassignment of traffic as a result of the completed Winnersh Relief Road, the traffic generated by the site will approach the junction from the Lower Earley South arm, which will result in an increase of around 4.1% to 6.6% in the peak hour periods on this approach. 4.5 Operational Assessments 4.5.1 Operational assessments have been carried out for the 2026 design year ‘with’ and ‘without’ development on the basis of the traffic data obtained from the WSTM in the weekday morning and evening peak hour periods for Scenario A and Scenario C. Scenario A A329 Reading Road / Woodward Close Signalised Junction 4.5.2 An initial LinSIG model has also been created to assess the capacity of the A329 Reading Road / Woodward Close signalised junction on the basis of the existing layout using the latest controller specification provided by WBC. Full LinSIG outputs are included in Appendix D. The results of the assessments are shown in Table 4.3. Table 4.3: Operational Assessment for A329 Reading Road / Woodward Close – 2026 Base 2026 Base (Scenario A) AM Peak Hour DoS Queue A329 Reading Road (North) 78.7% 29 Woodward Close 23.1% A329 Reading Road (South) 94.0% Practical Reserve Capacity PM Peak Hour Delay Delay DoS Queue 19 98.4% 41 65 1 40 13.8% 1 41 38 34 84.4% 28 20 (s/pcu) -4.5% (s/pcu) -9.3% Note: Delay = average delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.3 The results demonstrate that the A329 Reading Road / Woodward Close junction will be ‘over capacity’ in the morning and evening peak hour periods under the forecast 2026 baseline conditions whether or not the proposed development comes forward. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 22 Land East of Watmore Lane, Winnersh Transport Appraisal 4.5.4 As part of the mitigation measures strategy, it is proposed to implement a minor improvement scheme to the junction. The proposed scheme comprises amendments to the green times to take account of the revised traffic flows and slightly extending the cycle time in the evening peak (to accord with the maximum cycle time in the morning peak). 4.5.5 Full LinSIG outputs are included in Appendix D. The results of the assessments are shown in Table 4.4. Table 4.4: Operational Assessment for A329 Reading Road / Woodward Close – 2026 Base + Development (421dw) + Mitigation Measures 2026 Base + Development (Scenario A) AM Peak Hour DoS Queue A329 Reading Road (North) 90.7% 32 Woodward Close 88.8% A329 Reading Road (South) 91.3% Practical Reserve Capacity PM Peak Hour Delay Delay DoS Queue 33 96.3% 44 48 9 86 53.5% 3 56 37 27 83.7% 30 20 (s/pcu) -1.4% (s/pcu) -7.0% Note: Delay = average delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.6 The analysis indicates that the additional traffic generated by the development when the scheme is fully built out can be accommodated at the junction with the proposed minor mitigation measures and the A329 Reading Road / Woodward Close junction is forecast to operate better than if the development does not take place. Scenario C A329 Reading Road / Woodward Close Ghost-Island Junction 4.5.7 It is understood that following the completion of the Winnersh Relief Road Phase II (WRR II), Woodward Close will be diverted and will connect with the A329 Reading Road via a ghost-island priority junction. A feasibility junction arrangement has not yet been prepared by WBC. 4.5.8 In order to undertake an initial assessment of the proposed ghost-island junction arrangement, it has been assumed all northbound traffic (i.e. towards Reading) using the Winnersh Relief Road rather than the A329 Reading Road. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 23 Land East of Watmore Lane, Winnersh Transport Appraisal 4.5.9 The TRL program PICADY has been used to assess the capacity of the proposed junction (using robust geometric parameters in the absence of a feasibility junction arrangement). Full PICADY outputs are included in Appendix E. The results of the assessment are shown in Tables 4.5. Table 4.5: Operational Assessment for A329 Reading Road / Woodward Close – Ghost-Island Arrangement: 2026 + Development (421dw) 2026 Base (Scenario C) + Development AM Peak Hour RFC Queue - - Woodward Close 0.640 A329 Reading Road (South) 0.200 A329 Reading Road (North) PM Peak Hour Delay Delay RFC Queue - - - - 2 41 0.337 1 37 0 11 0.545 2 18 (s/veh) (s/veh) Source: Consultant’s Estimates 4.5.10 The analysis demonstrates that on completion of the Winnersh Relief Road Phase II, the proposed ghost-island arrangement (using robust geometric parameters) at the A329 Reading Road / Woodward Close junction is forecast to provide sufficient capacity to accommodate the traffic generated when the scheme is fully built out and it is forecast to operate without significant queuing and delay. Winnersh Crossroads 4.5.11 An initial LinSIG model has been created to assess the capacity of the Winnersh Crossroads on the basis of the existing layout. The staging, inter-green, phase delays and method of control were derived from the latest controller specification for the junction, as supplied by WBC. Full LinSIG outputs are included in Appendix D. The results of the assessments are shown in Table 4.6. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 24 Land East of Watmore Lane, Winnersh Transport Appraisal Scenario A Table 4.6: Operational Assessment for Winnersh Crossroads – 2026 Base 2026 Base (Scenario A) AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (North) 110.2% 52 266 88.7% 27 86 B3030 Robin Hood Lane 110.5% 63 252 88.6% 18 61 A329 Reading Road (South) 110.1% 100 252 89.3% 38 71 B3030 King St Lane 112.3% 50 287 87.7% 19 64 Practical Reserve Capacity -24.8% +0.8% Note: Delay = average delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.12 The results demonstrate that the Winnersh Crossroads will be ‘over capacity’ in the morning peak hour under the forecast 2026 baseline conditions resulting in long queues and delay on all arms of the junction. The junction is expected to be broadly ‘at capacity’ in the evening peak hour in 2026. This analysis demonstrates that improvements are likely to be required at the junction whether or not the proposed development comes forward. Scenario C 4.5.13 It has been assumed that the significant majority of traffic generated by the proposed development will use the Winnersh Relief Road and therefore only a small number of vehicle movements with a destination to the north of the proposed development will use the A329 Reading Road. It is therefore expected that there will only be a nominal impact at the Winnersh Crossroads following the completion of the Winnersh Relief Road Phase II as a result of the development proposal and for the purposes of this initial analysis the impact of the development in Scenario C has not been assessed. Loddon Bridge Gyratory 4.5.14 An initial LinSIG model has also been created to assess the capacity of the Loddon Bridge Gyratory on the basis of the existing layout. The staging, inter-green, phase delays and method of control were derived from the latest controller specification for the junction, as supplied by WBC. Full LinSIG outputs are included in Appendix D. The results of the assessments are shown in Tables 4.7 and 4.8. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 25 Land East of Watmore Lane, Winnersh Transport Appraisal 4.5.15 It is understood there is a Wokingham Borough Council committed improvement scheme at the Loddon Bridge Gyratory. This schemes comprises increasing the number of through lanes on the ‘hamburger’ arrangement to three and also increasing the number of entry lanes on the Lower Earley Way (North) northbound arm and the A329 Reading Road (North) arm from two to three. However, in order to undertake a robust assessment, the existing layout has been assessed. Scenario A Table 4.7: Operational Assessment for A329 Reading Road / Lower Earley Way North (Loddon Bridge Gyratory) – 2026 Base 2026 Base (Scenario A) AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (West) 92.0% 25 44 79.9% 13 35 Lower Earley Way (North) 54.5% 11 15 85.7% 33 22 A329 Reading Road (East) 95.9% 21 41 68.1% 8 19 Lower Earley Way (South) 122.3% 164 367 77.8% 13 16 Practical Reserve Capacity -35.9% +2.3% Note: Delay = average delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.16 The results demonstrate that the forecast demand at the Loddon Bridge Gyratory is expected to exceed capacity under the forecast 2026 baseline conditions in the morning peak hour period. The junction is expected to retain some capacity in the evening peak hour in 2026. This analysis demonstrates that the identified improvement scheme is required whether or not the proposed development comes forward. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 26 Land East of Watmore Lane, Winnersh Transport Appraisal Table 4.8: Operational Assessment for A329 Reading Road / Lower Earley Way North (Loddon Bridge Gyratory) + Development (421dw) 2026 Base (Scenario A) + Development AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (West) 93.5% 28 52 81.2% 14 36 Lower Earley Way (North) 52.8% 11 14 86.0% 36 55 A329 Reading Road (East) 98.2% 27 48 71.2% 9 20 Lower Earley Way (South) 122.3% 164 367 77.8% 13 16 Practical Reserve Capacity -35.9% -2.0% Source: Consultant’s Estimates 4.5.17 Table 4.8 demonstrates that the additional traffic associated with the proposed development will not have a noticeable impact on the performance of the Loddon Bridge Gyratory in the morning peak hour period. The junction is forecast to still operate within capacity in the evening peak hour with the development fully built out. The additional delay incurred per vehicle (typically a maximum of 10-20 seconds on each arm) during the morning peak hour will not be noticeable in comparison to a typical journey time of say 20-25 minutes. 4.5.18 Notwithstanding the nominal impact of the proposed development on the operation of the Loddon Bridge Gyratory, Taylor Wimpey Southern Counties are willing to work with Wokingham Borough Council to assist in bringing forward the proposed improvement scheme. Scenario C 4.5.19 It has been assumed that all traffic generated by the proposed development will use the Winnersh Relief Road and therefore all traffic with a destination via the A329 Reading will approach the Loddon Bridge Gyratory via Lower Earley Way rather than the A329 Reading Road. 4.5.20 Full LinSIG outputs are included in Appendix D. The results of the assessments are shown in Tables 4.9 and 4.10. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 27 Land East of Watmore Lane, Winnersh Transport Appraisal Table 4.9: Operational Assessment for A329 Reading Road / Lower Earley Way North (Loddon Bridge Gyratory) – 2026 Base 2026 Base (Scenario C) AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (West) 93.1% 28 55 72.8% 12 34 Lower Earley Way (North) 36.5% 8 12 93.3% 47 33 A329 Reading Road (East) 87.6 % 14 27 87.5% 11 36 Lower Earley Way (South) 125.3% 197 402 84.1% 17 18 Practical Reserve Capacity -39.3% -3.7% Note: Delay = max delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.21 The results demonstrate that demand at the Loddon Bridge Gyratory is expected to exceed capacity under the forecast 2026 baseline conditions in Scenario C. Table 4.10: Operational Assessment for A329 Reading Road / Lower Earley Way North (Loddon Bridge Gyratory) + Development (421dw) 2026 Base + Development (Scenario C) AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (West) 94.7% 28 45 75.2% 13 35 Lower Earley Way (North) 36.5% 8 13 94.5% 50 35 A329 Reading Road (East) 89.6% 14 31 88.7% 12 38 Lower Earley Way (South) 125.8% 208 407 85.6% 18 18 Practical Reserve Capacity -39.8% -5.1% Note: Delay = max delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.22 The analysis indicates that the additional traffic associated with the development proposal will have a negligible detrimental impact on the performance of the Loddon Bridge Gyratory in 2026 (Scenario C) with minor increases to the forecast queue lengths and delay during the peak hour periods. 4.5.23 As set out above, Taylor Wimpey Southern Counties can assist in bring forwarding the committed improvement scheme at Loddon Bridge Gyratory, which will improve the operation of the junction in the peak hour periods. A329 Reading Road / Winnersh Relief Road Phase II Junction 4.5.24 It is understood that the proposed A329 Reading Road / Winnersh Relief Road Phase II junction at the eastern end of the route is still at pre-feasibility design stage. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 28 Land East of Watmore Lane, Winnersh Transport Appraisal 4.5.25 WBC has advised that the proposed junction is likely to comprise a three-arm unsignalised roundabout with a 60m ICD, with all approaches to the junction forming single carriageways, widening to two-lanes on entry to the roundabout. 4.5.26 In order to undertake a worst case assessment of the junction, it has been assumed all traffic generated by the development will use the proposed roundabout (once the WRR II has been completed), with all northbound traffic (i.e. towards Reading) using the Winnersh Relief Road rather than the A329 Reading Road. 4.5.27 An initial assessment of the proposed junction has been undertaken using the parameters provided by WBC. The TRL program ARCADY 6 has been used to assess the capacity of the proposed roundabout (using robust geometric parameters). Full ARCADY outputs are included in Appendix F. The results of the assessments are shown in Tables 4.11 and 4.12. Table 4.11: Operational Assessment for A329 Reading Road / Winnersh Relief Road Phase II Junction – 2026 Baseline 2026 Base (Scenario C) AM Peak Hour RFC Queue A329 Reading Road (North) 0.727 3 A329 Reading Road (South) 0.794 Winnersh Relief Road II 0.479 PM Peak Hour Delay Delay RFC Queue 9 0.629 2 7 4 9 0.813 4 10 1 5 0.444 1 5 (s/veh) (s/veh) Note: Delay = maximum delay per arriving vehicle during the modelled peak hour period (in seconds) 4.5.28 On the basis of the initial assessment (using robust parameters) the results show that the proposed A329 Reading Road / Winnersh Relief Road Phase II Junction is likely to operate efficiently with minimal queuing and delay during the morning and evening peak hours under the 2026 forecast traffic conditions. Table 4.12: Operational Assessment for A329 Reading Road / Winnersh Relief Road Phase II Junction – 2026 + Development (421dw) 2026 Base (Scenario C) + Development AM Peak Hour RFC Queue A329 Reading Road (North) 0.869 6 A329 Reading Road (South) 0.845 Winnersh Relief Road II 0.518 PM Peak Hour Delay Delay RFC Queue 18 0.672 2 7 5 13 0.836 5 12 1 5 0.527 1 5 (s/veh) (s/veh) Note: Delay = maximum delay per arriving vehicle during the modelled peak hour period (in seconds) Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 29 Land East of Watmore Lane, Winnersh Transport Appraisal 4.5.29 The analysis demonstrates that the additional traffic associated with the proposed development is unlikely to have a noticeable impact on the performance of the A329 Reading Road / Winnersh Relief Road Phase II Junction and it will continue to operate within capacity. 4.6 Number of Dwellings Prior to Completion of the Winnersh Relief Road Phase II Introduction 4.6.1 It is clear from the traffic impact analyses above that the A329 Reading Road/Woodward Close signalised junction is capable of accommodating the traffic generation of all of the 421-or-so dwellings on the site without resulting in material queuing and delay, i.e. the signal junction is not a constraint to achieving residential development of the site. 4.6.2 In Scenario A, i.e. prior to the completion of the Winnersh Relief Road Phase II, the key highways issue is the operation of the Winnersh Crossroads. This junction is predicted to be ‘over capacity’ without the development proposal and therefore its ability to accommodate a material increase in traffic needs to be considered carefully. 4.6.3 However, it is clear that once the Winnersh Relief Road Phase II is completed that little or no traffic from the site will travel through the Winnersh Crossroads because the relief road will provide a faster alternative route, i.e. once the relief road is complete there should be no traffic capacity restriction to residential development on the site. 4.6.4 Against this background, the potential constraint to achieving residential development on the site is the operation of the Winnersh Crossroads, which gives rise to the question: how many dwellings can be achieved on the site prior to the completion of the Winnersh Crossroads? Acceptable Levels of Impact 4.6.5 It is understood that there is no moratorium on development in the Winnersh area. Therefore, it follows that a modest level of development is acceptable providing that it does not result in a material impact at the Winnersh Crossroads. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 30 Land East of Watmore Lane, Winnersh Transport Appraisal 4.6.6 It is expected that the level of impact that would not result in a material impact at the Winnersh Crossroads would be at least around one additional vehicle movement every two minutes in the peak hours (30 vehicles per hour (vph)). 4.6.7 As set out above, it is expected that circa 65% of the development traffic will travel through the Winnersh Crossroads, and the peak hour vehicular trip rate is circa 0.65vph per dwelling. On this basis, a traffic impact of 30vph at the Winnersh Crossroads would result from a development of circa 75 dwellings1 on the site. 4.6.8 To illustrate this point, the impact of 100 dwellings, has been assessed. The results of the analysis are shown in Table 4.13. Table 4.13: Operational Assessment for Winnersh Crossroads – 2026 Base + Development (100dw) 2026 Base (Scenario A) + Development AM Peak Hour PM Peak Hour Max Total Delay Max Total Delay DoS Queue (s/pcu) DoS Queue (s/pcu) A329 Reading Road (North) 112.7% 58 301 88.9% 27 83 B3030 Robin Hood Lane 113.2% 70 291 90.8% 19 67 A329 Reading Road (South) 109.4% 98 258 90.1% 32 76 B3030 King St Lane 112.3% 50 287 89.7% 20 68 Practical Reserve Capacity -25.7% -0.9% Note: Delay = average delay per arriving vehicle during the modelled peak hour period (in seconds) 4.6.9 The analysis demonstrates that the additional traffic associated with the development of 100 dwellings on the site is unlikely to have a noticeable impact on the performance of the Winnersh Crossroads in the peak hour periods 4.6.10 To make a greater level of impact acceptable, e.g. 60vph (one vehicle per minute), it is likely that some minor modifications will be needed to the junction. An initial appraisal shows that capacity would be improved by allowing right-turn movements from the A328 Reading Road arms to occur at the same time. This minor capacity improvement appears to be achievable within existing highway land. On this basis, a development of circa 150 dwellings could be achieved prior to the completion of the relief road. 1 30vph ÷ 65% = 46vph. 46vph ÷ 0.65vph per dwelling = 71 dwellings Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 31 Land East of Watmore Lane, Winnersh Transport Appraisal 4.6.11 An even greater level of impact, e.g. 120vph (two vehicles per minute), could perhaps be mitigated by additional significant improvements to local walking, cycling and public transport infrastructure. This would require a robust sustainable transport strategy that facilitates non-car travel by new residents and existing residents in the local area. In particular, it is noted that residents on the northern side of the A329 Reading Road are currently poorly served by public transport and would therefore benefit considerably from new/more frequent/diverted bus services. An impact of 120vph is equivalent to a development of circa 300 dwellings on the site, and this level of development is likely to provide sufficient additional bus patronage to make the provision of new/more frequent/diverted bus services financially viable in the long term. Summary 4.6.12 As matters move forward, discussions will be required with the local highway authority and local bus operators to identify an agreed strategy, but it is clear that a significant amount of the development is not dependent on the WRR Phase III being delivered: • 75 to 100 dwellings will not have a material or noticeable impact and are therefore is achievable without triggering the need for capacity improvements; • 150 dwellings should be achievable with minor capacity improvements; and • 300 dwellings should be achievable with minor capacity improvements and a robust sustainable transport strategy. 4.7 Summary 4.7.1 An assessment of the likely traffic impact of the development proposal using robust parameters has been undertaken. The key conclusions of the assessment are as follows: • The existing signalised A329 Reading Road / Woodward Close junction will operate no worse in 2026 than if the development does not come forward (as a result of a minor improvement scheme) with the full development built out; Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 32 Land East of Watmore Lane, Winnersh Transport Appraisal • The proposed A329 Reading Road / Woodward Close ghost-island junction, will provide sufficient capacity to accommodate the traffic generated by the full development following the implementation of the Winnersh Relief Road Phase II; • The proposed A329 Reading Road / Winnersh Relief Road Phase II roundabout will provide sufficient spare capacity to accommodate the additional traffic generated by the proposed development; • The impact of the proposed development at the Winnersh Crossroads is acceptable at approximately 75 to 100 dwellings and therefore this quantum of development is not dependent on the completion of the Winnersh Relief Road Phase II; • 150 or so dwellings will be achievable prior to Winnersh Relief Road Phase II with minor capacity improvements at Winnersh Crossroads; • Circa 300 dwellings will be achievable prior to Winnersh Relief Road Phase II with minor capacity improvements at Winnersh Crossroads and a robust sustainable transport strategy to the benefit of both new and existing residents; • It is expected there will only be a nominal impact at the Winnersh Crossroads following the completion of the Winnersh Relief Road Phase II (the significant majority of traffic generated by the proposed development will use the Winnersh Relief Road for journeys to the north rather than the A329 Reading Road) and therefore the full development can be mitigated by the Winnersh Relief Road Phase II; and • The additional traffic associated with the proposed development will not have a noticeable impact on the performance of the Loddon Bridge Gyratory with or without the Winnersh Relief Road Phase II (the development can also help bring forward the identified WBC improvement scheme). 4.7.2 In addition, if peak hour spreading, reassignment of traffic, and the modal shift as a result of the proposed transport strategy are taken account of, these will all assist in off-setting the impact of the development. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 33 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 5 OVERVIEW TRANSPORT STRATEGY 5.1 Introduction 5.1.1 The aim of the transport strategy will be to deliver a sustainable development in transport terms. This will mean encouraging fewer and shorter journeys, and less use of the car. Figure 5.1: Sustainability Diagram Short Journey Length Medium Long Walk More Sustainable Cycle Bus Train Car More Sustainable 5.1.2 The above figure illustrates the sustainable alternatives to car use for journeys of differing lengths: • Walking is the most sustainable mode of travel and is most appropriate for short journeys; • Cycling is a sustainable alternative to the car for short to medium length journeys; • Bus is a more sustainable alternative for medium length journeys; and • Train travel is the sustainable alternative for longer journeys. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 34 Land East of Watmore Lane, Winnersh Transport Appraisal 5.1.3 The car however provides for all of the journey lengths and this presents a challenge to delivering sustainable development. To meet this challenge, the greatest effort needs to be put towards encouraging the alternatives to car use. The approach of, and resulting expenditure within, the transport strategy thus needs to be allocated according to the relative sustainability of the mode, i.e. the greatest expenditure should be to encourage and facilitate walking; with the least on providing new highway infrastructure to make driving a car easier. 5.1.4 This approach will be adopted for the Land East of Watmore Lane site and should also roll out wider sustainability benefits to the existing community by providing much better provision for walking, cycling and public transport, linking the site and north-eastern Winnersh with the rest of Winnersh, as well as Wokingham town centre. 5.1.5 This approach fully accords with the aims of delivering sustainable development in accordance with the Government’s aims and National Policy. 5.2 Improved Walking Connections 5.2.1 At this stage, detailed pedestrian audits have not been undertaken but it is clear that the provision of footways and pedestrian links within the local highway network is relatively comprehensive. This element of the transport strategy will therefore relate to enhancing the existing provision through: • The provision of dropped kerbs and tactile paviours at side road crossings on main pedestrian desire lines where these don’t currently exist; • Localised footway widening on these desire lines – this is likely to require localised narrowing of carriageway widths, which in itself is beneficial because it slows vehicle speeds; • Providing new road crossing points on the desire lines – these should include build outs and/or central refuges where possible (signalised facilities where traffic flows and pedestrian demands are higher) to minimise crossing distances and/or enable one traffic stream to be crossed at a time; • Improved lighting and/or surfacing; and • Traffic calming – appropriate measures to slow vehicle speeds and provide a more pleasant and safer environment for pedestrian journeys. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 35 Land East of Watmore Lane, Winnersh Transport Appraisal 5.3 Improved Cycling Connections 5.3.1 For cyclists the key destinations is likely to be central Winnersh, Winnersh Triangle employment area, and Wokingham town centre. Both sites have relatively good existing cycle routes to this destination: • Winnersh – via direct and continuous shared use footway/cycleway on the A329 Reading Road to the north of the site; • Winnersh Triangle Employment Area – mainly via shared use footway/cycleway on the A329 Reading Road; and • Wokingham Town Centre – via direct and continuous shared use footway/cycleway and/or mandatory on-road cycle lane on the A329 Reading Road to the south of the site. 5.3.2 These routes are however capable of improvement and it will be important to explore with WBC the following: • Whether there is the opportunity to provide cycle facilities on the most direct routes from the site to the Winnersh Triangle employment area; • How conditions for cyclists could be further enhanced – e.g. by achieving slower vehicle speeds; and • How destination facilities (e.g. cycle parking) could be enhanced. 5.4 Improved Public Transport 5.4.1 Further discussions with the Council and bus operators will be needed, but the following options will merit further investigation to deliver more frequent bus services on the A329 Reading Road corridor: • Enhancement of 126/128/129 bus service to increase the frequency from one per hour to every half hour; and/or • Diversion of bus service 126/128/129 and/or service 190 to serve northeastern Winnersh and the site; • Provision of a new circular service linking the site with main employment destinations and the town centre and rail station. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 36 Land East of Watmore Lane, Winnersh Transport Appraisal 5.4.2 In very broad terms, the population of 421 dwellings should generate sufficient patronage, and hence revenue, to cover the annual cost of providing an additional bus (circa £130,000 per year). Therefore, the development proposal offers the opportunity to enhance existing bus services in a way that will be commercially viable in the long term. 5.4.3 In addition to enhancing existing bus services, the development proposal also offers the opportunity to provide improved bus infrastructure – particularly improved bus stops with shelters, lighting, seating, timetable information and raised ‘bus boarder’ kerbs; but perhaps also assist in delivering Real Time Passenger Information systems. 5.5 Travel Plan 5.5.1 In line with current transport policy guidance, a Framework Travel Plan (FTP) will need to be developed for the development proposals. The FTP will aim to promote sustainable lifestyles amongst new residents, through: • Reducing the need for travel by private car, and in particular reducing single occupancy car journeys; 5.5.2 • Providing non-car mode travel options for local journeys; and • Influencing modal choice. There are a large number of benefits that will be derived from the successful implementation of a travel plan; for residents, pupils, employees and visitors to the site as well as the wider community and environment. In particular, these include the health benefits of a more sustainable lifestyle, both in terms of increased fitness from walking and cycling and a healthier environment with fewer vehicle emissions. In environmental terms, the impact of the development on the local environment will be lessened in terms of reduced congestion, noise and atmospheric pollution created by vehicle trips to and from the site. 5.5.3 The FTP will need to be developed around a set of guiding principles: • A residential focus to capture trip generation at its origin, whilst also providing the context for the development of Travel Plans for the other uses on the site, including schools and workplaces; • Providing the transport infrastructure to support sustainable lifestyle choices; and Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 37 Land East of Watmore Lane, Winnersh Transport Appraisal • Early implementation of the Travel Plan measures, to ensure that sustainable travel patterns develop amongst residents from the outset. 5.5.4 The proposed developments will provide a high level of pedestrian and cycle permeability to encourage the use of non-car modes of transport for local journeys. The development will provide new footway/cycleway facilities to enable direct pedestrian linkages towards the town centre and other key services and facilities. As set out above a bus strategy will be proposed for the development to provide future residents with better bus services to enable them to undertake medium distance journeys by non-car modes. 5.5.5 In addition to this non-car mode infrastructure, the FTP will propose a range of noninfrastructure or ‘soft’ measures for the developments that might include for example: • A public transport travel card/season ticket for every household (first owner of each dwelling only) to encourage public transport use from first occupation; • Measures to promote walking and cycling, including provision of plans of walking and cycling routes to local facilities; • Promotion of public transport, including provision of public transport timetable and route information; • Promotion of local car sharing scheme; • The opportunity for the procurement of a car club; • A residents’ travel information pack; and/or • Provision of up to date travel information by other means, including a community travel website and community notice boards. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 38 Land East of Watmore Lane, Winnersh Transport Appraisal 5.5.6 The FTP will also need to provide a framework for management and implementation of the Travel Plan. A Travel Plan Co-ordinator should be appointed by the developer for the duration of the construction period. The Travel Plan Co- ordinator will be responsible for implementing the Travel Plan measures, promoting the Travel Plan amongst residents, ensuring resident participation and monitoring the Travel Plan outcomes against targets. The Travel Plan Co-ordinator should be supported by a Steering Group, comprising representatives from the Council and residents groups. 5.5.7 The FTP will need to provide a target reduction in car use, which should be achieved within, say, five-years after occupation of an agreed number of dwellings on the site. Interim targets should also be set and subject to ongoing review. 5.5.8 A monitoring strategy will be necessary, perhaps with questionnaire surveys to promote the involvement of residents. 5.6 New Highways Infrastructure 5.6.1 The development also offers the opportunity to help bring forward a number of local highway infrastructure improvement schemes, including; • Minor capacity improvements at the existing Woodward Close / Reading Road signals and the Winnersh Crossroads; • The Winnersh Relief Road Phase II (between King Street Lane and Reading Road), including the proposed A329 Reading Road / Winnersh Relief Road Phase II roundabout; • Replacement of the existing signalised junction at the A329 Reading Road / Woodward Close junction with a ghost-island arrangement; • The proposed improvement scheme at the Loddon Bridge Gyratory. This scheme comprises increasing the number of through lanes on the ‘hamburger’ arrangement and also increasing the number of entry lanes on Lower Earley Way (North) and the A329 Reading Road (East). 5.7 Summary 5.7.1 The focus of the transport strategy should be on promoting walking, cycling and public transport (ideally in that order of priority) in accordance with the aims of national and local transport policy. This should be achieved by: Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 39 Land East of Watmore Lane, Winnersh Transport Appraisal • Improving existing pedestrian routes from the sites to key facilities – particularly between the site to Winnersh rail station along Danywern Drive and Watmore Lane; • Improving cycle routes and cycle parking facilities at destinations – particularly between the site and Winnersh Triangle employment area; • Funding better bus services – either by improving the frequency of existing local services and / or, or by doubling services to serve north eastern Winnersh and the site, and by providing better bus stops; and • 5.7.2 The implementation of a comprehensive Travel Plan. In this way, the need for expensive highways mitigation can be minimised and the aims of current and emerging national policy (which will give a presumption in favour of sustainable development) will be met. 5.7.3 The proposed development also offers the opportunity to assist in bringing forward Phase II of the Winnersh Relief Road, as well as the identified improvement scheme at the Loddon Bridge Gyratory. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 40 Land East of Watmore Lane, Winnersh Transport Appraisal SECTION 6 SUMMARY AND CONCLUSIONS 6.1 Summary 6.1.1 Taylor Wimpy Southern Counties are promoting land east of Watmore Lane, Winnersh for approximately 421 dwellings. 6.1.2 This report has been prepared to consider transport and highways matters for the site in response to Wokingham Borough Council’s ‘Options for the Managing Development Delivery DPD’, which has an aim to identify housing sites, outside of Strategic Development Locations, to meet the Borough's housing requirement until 2026. 6.1.3 It is proposed that vehicular access to the site is via an extension of Woodward Close. The northern end of the existing Woodward Close will form the minor arm of a simple priority junction with the proposed site access. Emergency access will be via Maidensfield. 6.1.4 High quality pedestrian and cycle connections into the site are proposed at Maidensfield, Watmore Lane, and Woodward Close to provide links to the existing good quality pedestrian provision through the residential development immediately to the west of the site. 6.1.5 The proposed access arrangements are in full compliance with the guidance set out in Manual for Streets and will provide safe and acceptable vehicular and pedestrian access to the site from the existing local highway network. 6.1.6 The site is well located to a safe pedestrian network that provides easy and convenient access to the facilities and services within Winnersh local centre and rail station. Winnersh is a local service centre with a range of employment, education, retail, and leisure destinations within a reasonable walking and easy cycling distance of the site, which will provide genuine opportunities for future residents of the site to make local journeys on foot and by bicycle instead of using the car. 6.1.7 Reading and Wokingham are also accessible from the site by direct rail and bus services for access to a wider range of employment, retail and leisure facilities. Winnersh Rail Station is located within a short walking distance from the east of the site and is accessible by a convenient pedestrian route and provides half-hourly services to Reading, Wokingham, and Bracknell with short journey times. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 41 Land East of Watmore Lane, Winnersh Transport Appraisal 6.1.8 The A329 Reading Road also forms the principal public transport corridor between Reading and Wokingham and there are bus stops located within a reasonable walking distance of the site, which also provides direct services to Reading, Wokingham, and Bracknell. 6.1.9 The development proposal therefore complies with national and local transport policy through promoting development in a location where there is a good level of accessibility by a choice of non-car modes of transport to a range of destinations. 6.1.10 The existing good accessibility of the site will be enhanced through the delivery of a comprehensive transport strategy which will be brought forward by the proposed development. This will focus on promoting walking, cycling and public transport accordance with the aims of national and local transport policy and will also benefit existing local residents in the vicinity of the site. 6.1.11 The strategy includes improving existing pedestrian and cycle routes from the sites to key facilities, funding improvements to local bus services and the implementation of a comprehensive Travel Plan. 6.1.12 An initial appraisal of the potential highways impact of 421 dwellings on the site on the local highway network has been undertaken on the basis of the traffic data obtained from the Wokingham Strategic Transport Model. 6.1.13 Using robust parameters, the analysis demonstrates the existing signalised A329 Reading Road / Woodward Close junction will operate no worse in 2026 with the full development built out than if the development does not come forward (as a result of a minor improvement scheme). 6.1.14 Following the implementation of the Winnersh Relief Road Phase II, the proposed A329 Reading Road / Winnersh Relief Road Phase II roundabout, and A329 Reading Road / Woodward Close ghost-island junction, will provide sufficient spare capacity to accommodate the additional traffic generated by the proposed development. 6.1.15 The impact of the proposed development at the Winnersh Crossroads is immaterial at approximately 75 - 100 dwellings and therefore this quantum of development is not dependent on the completion of the Winnersh Relief Road Phase II. At least 300 dwellings should be achievable prior to Phase II of the Relief Road with a minor improvement scheme at the Winnersh Crossroads and a robust sustainable transport strategy that will encourage and facilitate non car travel by both new and existing residents. Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 42 Land East of Watmore Lane, Winnersh Transport Appraisal 6.1.16 It is expected there will only be a nominal impact at the Winnersh Crossroads following the completion of the Winnersh Relief Road Phase II and the additional traffic associated with the proposed development will not have a noticeable impact on the performance of the Loddon Bridge Gyratory with or without the Winnersh Relief Road Phase II. 6.1.17 The proposed development also offers the opportunity to assist in bringing forward Phase II of the Winnersh Relief Road, as well as the identified improvement scheme at the Loddon Bridge Gyratory. 6.2 Conclusion 6.2.1 This report demonstrates that the proposed site at Land East of Watmore Lane, Winnersh fully accords with the transport criteria set out in Wokingham Borough Council ‘Options for the Managing Development Delivery DPD’ as follows: • Vehicular and pedestrian access to the site can be provided from the existing road network in accordance with the guidance set out in Manual for Streets; • The site is accessible to a range of key services and facilities by a choice of modes of transport. This accessibility will be enhanced by the implementation of a comprehensive transport strategy and Travel Plan to facilitate and encourage non-car travel, that will also benefit existing local residents; • At least 300 dwellings can be delivered prior to the completion of the Winnersh Relief Road (Phase II). The full scheme can be adequately mitigated by the completion of the WRR II (the proposed development offers the opportunity to assist in bringing forward Phase II of the Winnersh Relief Road, as well as the identified improvement scheme at the Loddon Bridge Gyratory). Ref: JCB/BT/DW/ITB6076-001A R Date: 19 December 2011 Page 43 FIGURES B3030 ROBIN HOOD LANE WINNERSH RAIL STATION WATMORE LANE WINNERSH CROSSROAD TO READING SITE WOODWARD CLOSE B3030 KING STREET LANE A329 READING ROAD Grove House, Lutyens Close, Chineham Court, Basingstoke, RG24 8AG M4 Tel: 01256 338 640 Fax: 01256 338 644 www.i-transport.co.uk TO WOKINGHAM FILE REF: ITB6076-FIG 1.1 REV: TITLE: WATMORE LANE, WINNERSH SITE LOCATION PLAN FIGURE No: FIGURE 1.1 2km RADIUS FROM CENTRE OF SITE SITE Grove House, Lutyens Close, Chineham Court, Basingstoke, RG24 8AG Tel: 01256 338 640 Fax: 01256 338 644 www.i-transport.co.uk TITLE: WATMORE LANE, WINNERSH 2km WALKING DISTANCE PLAN FILE REF: ITB6076-FIG 3.1 REV: FIGURE No: FIGURE 3.1 KEY 1 21 3 4 TO READING TOWN CENTRES NURSERY / PRIMARY / JUNIOR SCHOOLS TO TWYFORD 2 WINNERSH PRIMARY SCHOOL ST PAUL PLAY GROUP & EMBROOK JUNIOR SCHOOL BEARWOOD PRIMARY SCHOOL T 1 T 2 ST PAUL’S C of E JUNIOR SCHOOL 1 2 1 1 WINNERSH TRIANGLE 3 4 1 1 5 1 BUS WOKINGHAM (incl. BEECHCROFT DENTAL PRACTICE / TUDOR HOUSE SURGERY / VARIOUS RESTURANTS) RETAIL SECONDARY SCHOOLS 1 WINNERSH (incl. HIRE CENTRE / LONDIS / THRESHERS / BETTING SHOP / POST OFFICE / HAIRDRESSERS) 1 WINNERSH TRIANGLE RETAIL PARK (incl. HALFORDS) FOREST BOY’S SECONDARY SCHOOL 2 SAINSBURY’S EMBROOK SECONDARY SCHOOL 3 MORRISONS BEARWOOD COLLEGE EMPLOYMENT HOLT GIRL’S SECONDARY SCHOOL 1 ST CRISPIN’S SECONDARY SCHOOL WINNERSH TRIANGLE BUSINESS PARK STOP SPORTS / LEISURE 1 1 2 T 2 1 SITE 2 WINNERSH 1 3 BUS 4 STOP 1 BUS HEALTH H SHOWCASE CINEMA 1 WINNERSH RECREATION GROUND PUBLIC TRANSPORT DINTON PASTURES COUNTRY PARK 1 NIVARNA / PULSE 8 HEATH CLUB 2 SINDLESHAM RECREATIONAL GROUND 3 WINNERSH RAIL STATION WOKINGHAM BUS ROUTE 126 / 128 / 129 - 1 BUS PER HOUR (READING - TWYFORD - WOKINGHAM) DEDICATED CYCLE ROUTE (SHARED - USE FOOTWAY / CYCLEWAY AND ON - ROAD FACILITY) BUS ROUTE 190 - 3 BUSES PER HOUR (READING - WOKINGHAM - BRACKNELL) 800m WALKING DISTANCE ISOCHRONE (FROM CENTRE OF SITE) 3 4 WINNERSH TRIANGLE RAIL STATION BEARWOOD GOLF CLUB STOP 21 WOKINGHAM HOSPITAL 31 2km WALKING DISTANCE ISOCHRONE (FROM CENTRE OF SITE) 3 1 4 2 3 WOKINGHAM TO BRACKNELL 41 Grove House, Lutyens Close, Chineham Court, Basingstoke, RG24 8AG Tel: 01256 338 640 Fax: 01256 338 644 3 H 1 T 2 5 www.i-transport.co.uk TITLE: WATMORE LANE, WINNERSH LOCAL ACCESSIBILITY PLAN FILE REF: ITB6076-FIG 3.3 REV: FIGURE No: FIGURE 3.3 Impact - A329 Reading Rd W Scenario A Base Flow: 1,439 Overall Impact Loddon Bridge Gyratory Scenario C Base Flow: 1,538 Net Impact (A) Net Impact (C) +12 +12 +0.8% +0.8% Impact - Lower Earley Way N Scenario A Base Flow: 5,817 Scenario A Base Flow: 1,108 Scenario C Base Flow: 5,553 Scenario C Base Flow: 946 Net Impact (A) Net Impact (C) +33 +33 +3.0% +3.5% Net Impact (A) Net Impact (C) +172 +171 +3.0% +3.1% Impact - A329 Reading Rd E Scenario A Base Flow: 1,321 Impact - Lower Earley Way S Scenario C Base Flow: 1,152 Scenario A Base Flow: 1,949 Net Impact (A) Net Impact (C) Scenario C Base Flow: 1,917 +127 +0 +9.6% +0 Net Impact (A) Net Impact (C) +0 +126 Scenario A Base Flow: 719 +0% +6.6% Scenario C Base Flow: 697 Impact - A329 Reading Rd W Net Impact (A) Net Impact (C) +45 +0 +6.3% +0% Overall Impact Winnersh Crossroads Winnersh Relief Road Scenario A Base Flow: 3,319 Phase 1 Scenario C Base Flow: 2,754 Net Impact (A) Grove House, Lutyens Close, Chineham Basingstoke, Hampshire, RG24 8AG Tel: 01256 338640 www.i-transport.co.uk Overall Impact - A329/Winnersh Relief Rd Phase II Junction Impact - A329 Reading Rd W Scenario A Base Flow: NA Scenario A Base Flow: 1,017 Scenario C Base Flow: 3,012 Net Impact (C) +172 +0 +5.2% +0% Scenario C Base Flow: 996 NA NA +69 NA NA +2.3% Net Impact (C) Scenario A Base Flow: 1,256 +45 Scenario C Base Flow: 739 +4.4% Net Impact (A) Net Impact (C) +127 +0 Impact - A329 Reading Rd E +10.1% +0% Scenario A Base Flow: 1,203 Impact - WRR Phase II Winnersh Relief Road Phase 2 Scenario A Base Flow: NA Scenario C Base Flow: 642 Note: Following the completion of the Winnersh Relief Road Phase II, Woodward Close will be Net Impact (A) Net Impact (C) diverted and will connect with the A329 Reading Road via a ghost-island priority junction to the NA +45 NA +7.0% north of the proposed roundabout on Reading Road at the eastern end of the Winnersh Relief Road. Note: Traffic flows shown in PCUs Net Impact (C) Net Impact (A) FIGURE 4.1 Land East of Watmore Lane, Winnersh Net Impact of Development Traffic (500 dwellings) - 2026 AM Peak Net Impact (A) Impact - A329 Reading Rd E Scenario C Base Flow: 1,374 Net Impact (A) Net Impact (C) +24 +24 +2.0% +1.7% Proposed new A329 Reading Road / Winnersh Relief Road Phase II Roundabout Impact - A329 Reading Rd W Scenario A Base Flow: 891 Overall Impact Loddon Bridge Gyratory Scenario C Base Flow: 909 Net Impact (A) Net Impact (C) +31 +31 +3.5% +3.4% Impact - Lower Earley Way N Scenario A Base Flow: 5,660 Scenario A Base Flow: 2,353 Scenario C Base Flow: 5,822 Scenario C Base Flow: 2,592 Net Impact (A) Net Impact (C) +88 +88 +3.7% +3.4% Net Impact (A) Net Impact (C) +186 +184 +3.3% +3.2% Impact - A329 Reading Rd E Scenario A Base Flow: 904 Impact - Lower Earley Way S Scenario C Base Flow: 732 Scenario A Base Flow: 1,512 Net Impact (A) Net Impact (C) Scenario C Base Flow: 1,589 +66 +0 +7.3% +0 Net Impact (A) Net Impact (C) +1 +65 Scenario A Base Flow: 731 +0% +4.1% Scenario C Base Flow: 693 Impact - A329 Reading Rd W Net Impact (A) Net Impact (C) +121 +0 +16.6% +0% Overall Impact Winnersh Crossroads Winnersh Relief Road Phase 1 Overall Impact - A329/Winnersh Relief Rd Phase II Junction Scenario A Base Flow: 3,208 Scenario C Base Flow: 2,382 Net Impact (A) Impact - A329 Reading Rd W Scenario A Base Flow: NA Scenario A Base Flow: 1,075 Scenario C Base Flow: 2,783 Net Impact (C) +187 +0 +5.8% +0% Scenario C Base Flow: 849 Grove House, Lutyens Close, Chineham Basingstoke, Hampshire, RG24 8AG Tel: 01256 338640 www.i-transport.co.uk Net Impact (A) Net Impact (C) NA NA +185 NA NA +6.6% Impact - A329 Reading Rd E Net Impact (A) Net Impact (C) Scenario A Base Flow: 1,124 +121 Scenario C Base Flow: 674 +11.3% Net Impact (A) Net Impact (C) +66 +0 Impact - A329 Reading Rd E +5.9% +0% Scenario A Base Flow: 1,197 Scenario C Base Flow: 1,358 Impact - WRR Phase II FIGURE 4.2 Winnersh Relief Road Phase 2 Land East of Watmore Lane, Winnersh Net Impact of Development Traffic (500 dwellings) - 2026 PM Peak Scenario C Base Flow: 576 Note: Following the completion of the Winnersh Relief Road Phase II, Woodward Close will be diverted and will connect with the A329 Reading Road via a ghost-island priority junction to the north of the proposed roundabout on Reading Road at the eastern end of the Winnersh Relief Road. Note: Traffic flows shown in PCUs Scenario A Base Flow: NA Net Impact (A) Net Impact (A) Net Impact (C) +64 +64 +5.3% +4.7% Net Impact (C) NA +121 Proposed new A329 Reading Road / Winnersh NA +21.0% +% Relief Road Phase II Roundabout APPENDIX A Emerging Site Masterplan APPENDIX B Site Access Arrangements APPENDIX C Winnersh Relief Road Phase II Proposed Highway Alignment APPENDIX D LinSIG Outputs Full Input Data And Results Full Input Data And Results User and Project Details Project: ITB 6067 Winnersh Title: A329 Reading Rd / Woodward Close Signals Location: File name: Woodward Close v2.lsg3x Author: AL Company: Address: Notes: Network Layout Diagram B A 1 m Ar 4 1 1/ ) (N xit Rd )E ng (N di ea Rd -R ng di 1 ea -R m Ar 1 xit E 1 e e 5/ os los l C C r d a rd a dw odw o oo -W -W 2 5 m m r r 2 A A 2/ 1 2/ 1 4/ 1 2 1 1 Min >= 7 2 D A Min >= 7 3 D A F F G C B G E C B C B 1 E C B F G E Min >= 8 D A F G E Min >= 7 4 D A 2 3/ /1 3 Stages - Stage Stream 1 t xi 1 6/ )E (S ) (S Rd d ng R di g ea din - R ea 6 -R m Ar m 3 Ar 2 A329 Reading Rd / Woodward Close C Full Input Data And Results Phase Diagram D A F G E C B Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Traffic 1 7 7 C Ind. Arrow 1 7 7 D Traffic 1 7 7 E Pedestrian 1 8 8 F Pedestrian 1 8 8 G Dummy 1 0 0 B Phase Intergreens Matrix Starting Phase A B C D E F G A - - 5 7 7 7 3 B - - - 7 7 - 7 - 7 3 - 7 7 3 Terminating C 5 - Phase D 7 7 7 3 E 8 8 - 8 - - 3 F 8 8 8 - - 3 2 2 2 - - G 2 2 2 Phases in Stage Stream Stage No. Phases in Stage 1 1 AB 1 2 BC 1 3 D 1 4 EF Full Input Data And Results Stage Diagram Stage Stream: 1 1 Min >= 7 2 Min >= 7 3 Min >= 7 4 Min >= 8 A D D D D A F A F G E B G E C A F B C F G E B C Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 2 3 4 1 5 7 7 From 7 7 Stage 2 5 3 7 7 4 8 8 8 7 G E B C Full Input Data And Results Give-Way Lane Input Data Junction: A329 Reading Rd / Woodward Close Lane Max Flow Non-Blocking Max Turns when Opposing Opp. Lane Opp. Right Turn Right Turn Storage in Intergreen Movement RTF Lane Coeff. Mvmnts. Storage (PCU) Move up (s) Giving Way (PCU) (PCU) (PCU/Hr) 3/2 5/1 (Right) (Reading Rd (S)) 1440 1/1 1.09 1/1 2.00 - 0.50 2 2.00 Full Input Data And Results Lane Input Data Junction: A329 Reading Rd / Woodward Close Lane Lane Start End Phases Type Disp. Disp. Physical Length (PCU) Sat Flow Type Def User Lane Saturation Nearside Width Gradient Lane Flow (m) (PCU/Hr) Turns Turning Radius (m) Arm 5 Left 12.00 Arm 6 Ahead Inf 1/1 (Reading Rd (N)) U 2/1 (Woodward Close) U D 1 3 60.0 Geom - 2.60 0.00 Y Arm 6 Left 12.00 2/2 (Woodward Close) U D 1 3 4.5 Geom - 2.60 0.00 N Arm 4 Right 15.00 3/1 (Reading Rd (S)) U B 1 3 60.0 Geom - 3.00 0.00 Y Arm 4 Ahead Inf 3/2 (Reading Rd (S)) O BC 1 3 10.3 Geom - 2.90 0.00 N Arm 5 Right 15.00 4/1 (Reading Rd (N) Exit) U 1 3 60.0 Inf - - - - - - 5/1 (Woodward Close Exit) U 1 3 60.0 Inf - - - - - - 6/1 (Reading Rd (S) Exit) U 1 3 60.0 Inf - - - - - - A 1 3 60.0 Geom - 3.90 0.00 Traffic Flow Groups Flow Group Start Time End Time Duration Formula 1: 'AM Peak 2026 WBC Scenario A' 08:00 09:00 01:00 2: 'AM Peak WBC 2026 Scenario C' 08:00 09:00 01:00 3: 'Development traffic AM peak 421 dw' 08:00 09:00 01:00 4: 'AM Peak 2026 WBC Scenario A + 421dw Dev' 08:00 09:00 01:00 F1+F3 5: 'AM Peak 2026 WBC Scenario C + 421dw Dev' 08:00 09:00 01:00 F2+F3 6: 'PM Peak 2026 WBC Scenario A' 17:00 18:00 01:00 7: 'PM Peak 2026 WBC Scenario C' 17:00 18:00 01:00 8: 'Development traffic PM Peak 421dw' 17:00 18:00 01:00 9: 'PM Peak 2026 WBC Scenario A + 421dw Dev' 17:00 18:00 01:00 F6+F8 10: 'PM Peak 2026 WBC Scenario C + 421dw Dev' 17:00 18:00 01:00 F7+F8 Y Full Input Data And Results Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 3: 'AM Peak -RT 6th cycle and Peds Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 20 991 1011 B 47 0 25 72 C 1199 4 0 1203 Tot. 1246 24 1016 2286 Origin Traffic Lane Flows Lane Scenario 1: 1 Junction: A329 Reading Rd / Woodward Close 1/1 1011 2/1 (with short) 72(In) 25(Out) 2/2 (short) 47 3/1 (with short) 1203(In) 1199(Out) 3/2 (short) 4 4/1 1246 5/1 24 6/1 1016 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Nearside Width Gradient Lane (m) Lane Allowed Turns Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Arm 5 Left 12.00 2.0 % Arm 6 Ahead Inf 98.0 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 2000 2000 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Scenario 2: '2' (FG4: 'AM Peak 2026 WBC Scenario A + 421dw Dev', Plan 2: 'AM Peak -RT every cycle + Peds Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 65 991 1056 B 174 0 93 267 C 1199 28 0 1227 Tot. 1373 93 1084 2550 Origin Traffic Lane Flows Lane Scenario 2: 2 Junction: A329 Reading Rd / Woodward Close 1/1 1056 2/1 (with short) 267(In) 93(Out) 2/2 (short) 174 3/1 (with short) 1227(In) 1199(Out) 3/2 (short) 28 4/1 1373 5/1 93 6/1 1084 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Nearside Width Gradient Lane (m) Lane Allowed Turns Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Arm 5 Left 12.00 6.2 % Arm 6 Ahead Inf 93.8 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 1990 1990 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Scenario 3: '3' (FG6: 'PM Peak 2026 WBC Scenario A', Plan 4: 'PM Peak - RT every cycle and Peds Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 34 1040 1074 B 25 0 24 49 C 1092 27 0 1119 Tot. 1117 61 1064 2242 Origin Traffic Lane Flows Lane Scenario 3: 3 Junction: A329 Reading Rd / Woodward Close 1/1 1074 2/1 (with short) 49(In) 24(Out) 2/2 (short) 25 3/1 (with short) 1119(In) 1092(Out) 3/2 (short) 27 4/1 1117 5/1 61 6/1 1064 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Nearside Width Gradient Lane (m) Lane Allowed Turns Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Arm 5 Left 12.00 3.2 % Arm 6 Ahead Inf 96.8 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 1997 1997 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Scenario 4: '4' (FG9: 'PM Peak 2026 WBC Scenario A + 421dw Dev', Plan 4: 'PM Peak - RT every cycle and Peds Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 155 1040 1195 B 91 0 59 150 C 1092 91 0 1183 Tot. 1183 246 1099 2528 Origin Traffic Lane Flows Lane Scenario 4: 4 Junction: A329 Reading Rd / Woodward Close 1/1 1195 2/1 (with short) 150(In) 59(Out) 2/2 (short) 91 3/1 (with short) 1183(In) 1092(Out) 3/2 (short) 91 4/1 1183 5/1 246 6/1 1099 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Nearside Width Gradient Lane (m) Lane Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Allowed Turns Arm 5 Left 12.00 13.0 % Arm 6 Ahead Inf 87.0 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 1973 1973 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 3: 'AM Peak -RT 6th cycle and Peds Alternate Cycles') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 Min: 7 4 Min: 8 1 D A Min: 7 3 Min: 7 D A F E B 7 1 B 50s 5 Min: 7 3 C 7s B 7 Min: 7 4 7s 7 Min: 8 1 D A 8s 8 Min: 7 3 50s 7 Min: 7 1 D A 7s Min: 7 A F E B 7 3 B 50s 7 Min: 7 4 7s 7 Min: 8 1 D 8s 8 Min: 7 3 B 50s 7 Min: 7 D A F E B 7 7s 7 8s 8 50s 7 7s Stage Timings Stage Stream: 1 Stage 1 2 3 4 1 3 1 3 4 1 Duration 50 7 7 8 50 7 50 7 8 50 Change Point 0 57 69 83 98 156 170 227 241 256 7s 7 50s Full Input Data And Results Stage 3 1 3 4 1 3 Duration 7 50 7 8 50 7 328 385 399 414 472 Change Point 314 Signal Timings Diagram 0 10 20 Phases 0 1 30 40 50 60 70 57 69 2 5:7 3 7 : 50 80 90 83 4 7:7 7:8 100 110 120 98 1 130 140 150 160 156 3 8 : 50 7:7 170 180 190 170 1 200 210 220 230 240 250 227 241 3 7:7 4 7:8 7 : 50 260 270 256 1 280 290 300 310 320 330 340 350 314 328 3 7:7 1 8 : 50 360 370 380 390 400 385 399 3 7:7 4 7 : 50 410 7:8 420 430 414 1 440 450 460 470 480 472 3 7:7 8 : 50 A B C D E F G A B C D E F G 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 Time in cycle (sec) 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 Full Input Data And Results Network Layout Diagram B 1 m Ar 1 it Ex se ose lo C Cl % 0 d d . r r 47 0 wa dwa 25 d 24 oo oo -W -W 1% Lane 2/1 + 2/2 Queue 2 5 3. 2 m 14 14 m Ar Ar 2 1. m Ar .5 ) 28 (N xit Rd % )E g .7 n N ( 46 di 78 12 ea Rd g 11 -R n di 1 10 0% ea 0. -R A 0 0. 4 0 0. 1 2 1 0 0 Lane 2/2 Storage (Short Lane) 5 5 t xi 0 0. )E (S ) d 0% g R d (S 4 0. R in 99 ad ing 16 d 11 Re 10 a e 6 R % .0 94 2 PRC: -4.5 % Total Traffic Delay: 17.5 pcuHr m Ar A329 Reading Rd / Woodward Close 1 m Ar 0 3 Stages - Stage Stream Min >= 7 2 Min >= 7 3 D A F F G C B G E C B C B Lane 3/2 Flows (Short Lane) 500 500 0 0 Lane 3/2 Storage (Short Lane) 5 5 0 0 1 E C B F G E Min >= 8 D A F G E Min >= 7 4 D A .7 D A 37 1 C 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / Woodward Close Signals - - N/A - - - - - - - - 94.0% A329 Reading Rd / Woodward Close - - N/A - - - - - - - - 94.0% Reading Rd (N) Left Ahead U 1 N/A A 6 300 - 1011 2000 1284 78.7% 2/1+2/2 Woodward Close Right Left U 1 N/A D 6 42 - 72 1667:1832 312 23.1% 3/1+3/2 Reading Rd (S) Ahead Right U+O 1 N/A B 6 312 7 1203 1915:1859 1280 94.0% 4/1 Reading Rd (N) Exit U N/A N/A - - - - 1246 Inf Inf 0.0% 5/1 Woodward Close Exit U N/A N/A - - - - 24 Inf Inf 0.0% 6/1 Reading Rd (S) Exit U N/A N/A - - - - 1016 Inf Inf 0.0% 1/1 C Full Input Data And Results Turners When Unopposed (pcu) Network: A329 Reading Rd / Woodward Close Signals - - 4 0 0 8.8 8.7 0.0 17.5 - - - - A329 Reading Rd / Woodward Close - - 4 0 0 8.8 8.7 0.0 17.5 - - - - 1011 1011 - - - 3.4 1.8 - 5.2 18.5 26.7 1.8 28.5 2/1+2/2 72 72 - - - 0.7 0.1 - 0.8 40.6 1.0 0.1 1.2 3/1+3/2 1203 1203 4 0 0 4.8 6.7 0.0 11.5 34.4 31.0 6.7 37.7 4/1 1246 1246 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/1 24 24 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 1016 1016 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): -4.5 -4.5 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 17.49 17.49 Av. Delay Per PCU (s/pcu) Cycle Time (s): 486 Max. Back of Uniform Queue (pcu) Mean Rand + Max Oversat Queue Queue (pcu) (pcu) Turners In Gaps (pcu) C1 Uniform Delay (pcuHr) Storage Area Total Uniform Delay Delay (pcuHr) (pcuHr) Leaving (pcu) 1/1 Turners In Intergreen (pcu) Rand + Oversat Delay (pcuHr) Arriving (pcu) Item Full Input Data And Results Scenario 3: '3' (FG6: 'PM Peak 2026 WBC Scenario A', Plan 4: 'PM Peak - RT every cycle and Peds Alternate Cycles') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 Min: 7 4 Min: 8 1 D A Min: 7 2 Min: 7 A F E B 7 3 B 45s 5 C B 7s 7 7s 7 8s 8 B 45s 5 C 7s Min: 7 D 7 7s Stage Timings Stage Stream: 1 Stage 1 2 3 4 1 2 3 Duration 45 7 7 8 45 7 7 Change Point 0 52 64 78 93 146 158 40 50 60 70 Signal Timings Diagram 0 10 20 Phases 0 1 30 80 52 64 78 2 5:7 3 7:7 4 7:8 7 : 45 90 100 110 93 1 120 130 140 150 160 170 146 158 2 5:7 3 7:7 8 : 45 A B C D E F G A B C D E F G 0 10 20 30 40 50 60 70 80 90 Time in cycle (sec) 100 110 120 130 140 150 160 170 Full Input Data And Results Network Layout Diagram B 1 m Ar 1 xit E 0 e e 0. os los l C C 0% rd ar d 25 0. a 24 dw odw 1 o 6 o o % -W -W .8 Lane 2/1 + 2/2 Queue 2 5 3 1 m 14 14 m Ar Ar 7 0. m Ar .6 ) 40 N ( xit Rd % )E g .4 n N ( 17 di 98 11 ea Rd g 74 -R n di 1 10 0% ea 0. -R A 4 0 0. 1 2 1 0 0 Lane 2/2 Storage (Short Lane) 5 5 3 F F B % .4 C C B Lane 3/2 Flows (Short Lane) 1400 1400 0 1 E C B G 84 G E C B F G E Min >= 8 D A F G E Min >= 7 4 D A 0 -R Min >= 7 3 D A .9 D A 27 Min >= 7 2 t xi 0 0. )E (S ) (S Rd 0% d 7 0. 2 ng R di g 92 64 e a di n 10 - R ea 6 m Ar 1 Stages - Stage Stream 1 10 2 PRC: -9.3 % Total Traffic Delay: 26.1 pcuHr m Ar A329 Reading Rd / Woodward Close 0 Lane 3/2 Storage (Short Lane) 5 5 0 0 C 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / Woodward Close Signals - - N/A - - - - - - - - 98.4% A329 Reading Rd / Woodward Close - - N/A - - - - - - - - 98.4% Reading Rd (N) Left Ahead U 1 N/A A 2 90 - 1074 1997 1091 98.4% 2/1+2/2 Woodward Close Right Left U 1 N/A D 2 14 - 49 1667:1832 356 13.8% 3/1+3/2 Reading Rd (S) Ahead Right U+O 1 N/A B 2 114 14 1119 1915:1859 1325 84.4% 4/1 Reading Rd (N) Exit U N/A N/A - - - - 1117 Inf Inf 0.0% 5/1 Woodward Close Exit U N/A N/A - - - - 61 Inf Inf 0.0% 6/1 Reading Rd (S) Exit U N/A N/A - - - - 1064 Inf Inf 0.0% 1/1 C Full Input Data And Results Turners When Unopposed (pcu) Network: A329 Reading Rd / Woodward Close Signals - - 5 22 1 10.5 15.3 0.2 26.1 - - - - A329 Reading Rd / Woodward Close - - 5 22 1 10.5 15.3 0.2 26.1 - - - - 1074 1074 - - - 6.7 12.6 - 19.3 64.8 28.0 12.6 40.6 2/1+2/2 49 49 - - - 0.5 0.1 - 0.6 41.2 0.6 0.1 0.7 3/1+3/2 1119 1119 5 22 1 3.3 2.6 0.2 6.2 19.8 25.2 2.6 27.9 4/1 1117 1117 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/1 61 61 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 1064 1064 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): -9.3 -9.3 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 26.05 26.05 Av. Delay Per PCU (s/pcu) Cycle Time (s): 172 Max. Back of Uniform Queue (pcu) Mean Rand + Max Oversat Queue Queue (pcu) (pcu) Turners In Gaps (pcu) C1 Uniform Delay (pcuHr) Storage Area Total Uniform Delay Delay (pcuHr) (pcuHr) Leaving (pcu) 1/1 Turners In Intergreen (pcu) Rand + Oversat Delay (pcuHr) Arriving (pcu) Item Full Input Data And Results Full Input Data And Results User and Project Details Project: ITB 6067 Winnersh Title: A329 Reading Rd / Woodward Close Signals Location: File name: Woodward Close+mods.lsg3x Author: AL Company: Address: Notes: Network Layout Diagram Modifications to junction : 1) change RTIGA phs min from 7sec to 4sec 2)increase max set for Phase A to 53 sec in AM Peak 2)increase max set for Phase A to 59 sec in PM Peak B A 1 m Ar 4 1 1/ ) (N xit Rd )E ng (N di ea Rd -R ng di 1 ea -R m Ar 1 it Ex e e 5 os los l C C d d r r wa dwa d oo oo W W 2 5 m m 2 Ar Ar 2/ 1 2/ /1 4/ 1 1 2 1 2 1 Min >= 7 2 D A Min >= 4 3 D A F Min >= 7 4 D A F F G G E C C B G E C B C B 1 E B A F G E Min >= 8 D 2 3/ /1 3 Stages - Stage Stream 1 t xi 1 6/ )E (S ) d (S R ng Rd di g ea din - R ea 6 -R m Ar m 3 Ar A329 Reading Rd / Woodward Close C Full Input Data And Results Phase Diagram D A F G E C B Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Traffic 1 7 7 C Ind. Arrow 1 4 4 D Traffic 1 7 7 E Pedestrian 1 8 8 F Pedestrian 1 8 8 G Dummy 1 0 0 B Phase Intergreens Matrix Starting Phase A B C D E F G A - - 5 7 7 7 3 B - - - 7 7 - 7 - 7 3 - 7 7 3 Terminating C 5 - Phase D 7 7 7 3 E 8 8 - 8 - - 3 F 8 8 8 - - 3 2 2 2 - - G 2 2 2 Phases in Stage Stream Stage No. Phases in Stage 1 1 AB 1 2 BC 1 3 D 1 4 EF Full Input Data And Results Stage Diagram Stage Stream: 1 1 Min >= 7 2 Min >= 4 3 Min >= 7 4 Min >= 8 A D D D D A F A F G E B G E C A F B C F G E B C Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 2 3 4 1 5 7 7 From 7 7 Stage 2 5 3 7 7 4 8 8 8 7 G E B C Full Input Data And Results Give-Way Lane Input Data Junction: A329 Reading Rd / Woodward Close Lane Max Flow Non-Blocking Max Turns when Opposing Opp. Lane Opp. Right Turn Right Turn Storage in Intergreen Movement RTF Lane Coeff. Mvmnts. Storage (PCU) Move up (s) Giving Way (PCU) (PCU) (PCU/Hr) 3/2 5/1 (Right) (Reading Rd (S)) 1440 1/1 1.09 1/1 2.00 - 0.50 2 2.00 Full Input Data And Results Lane Input Data Junction: A329 Reading Rd / Woodward Close Lane Lane Start End Phases Type Disp. Disp. Physical Length (PCU) Sat Flow Type Def User Lane Saturation Nearside Width Gradient Lane Flow (m) (PCU/Hr) Turns Turning Radius (m) Arm 5 Left 12.00 Arm 6 Ahead Inf 1/1 (Reading Rd (N)) U 2/1 (Woodward Close) U D 1 3 60.0 Geom - 2.60 0.00 Y Arm 6 Left 12.00 2/2 (Woodward Close) U D 1 3 4.5 Geom - 2.60 0.00 N Arm 4 Right 15.00 3/1 (Reading Rd (S)) U B 1 3 60.0 Geom - 3.00 0.00 Y Arm 4 Ahead Inf 3/2 (Reading Rd (S)) O BC 1 3 10.3 Geom - 2.90 0.00 N Arm 5 Right 15.00 4/1 (Reading Rd (N) Exit) U 1 3 60.0 Inf - - - - - - 5/1 (Woodward Close Exit) U 1 3 60.0 Inf - - - - - - 6/1 (Reading Rd (S) Exit) U 1 3 60.0 Inf - - - - - - A 1 3 60.0 Geom - 3.90 0.00 Y Traffic Flow Groups Flow Group Start Time End Time Duration Formula 1: 'AM Peak 2026 WBC Scenario A' 08:00 09:00 01:00 2: 'AM Peak WBC 2026 Scenario C' 08:00 09:00 01:00 3: 'Development traffic AM peak 421 dw' 08:00 09:00 01:00 4: 'AM Peak 2026 WBC Scenario A + 421dw Dev' 08:00 09:00 01:00 F1+F3 5: 'AM Peak 2026 WBC Scenario C + 421dw Dev' 08:00 09:00 01:00 F2+F3 6: 'PM Peak 2026 WBC Scenario A' 17:00 18:00 01:00 7: 'PM Peak 2026 WBC Scenario C' 17:00 18:00 01:00 8: 'Development traffic PM Peak 421dw' 17:00 18:00 01:00 9: 'PM Peak 2026 WBC Scenario A + 421dw Dev' 17:00 18:00 01:00 F6+F8 10: 'PM Peak 2026 WBC Scenario C + 421dw Dev' 17:00 18:00 01:00 F7+F8 Scenario 1: '3' (FG4: 'AM Peak 2026 WBC Scenario A + 421dw Dev', Plan 2: 'AM Peak -RT every cycle + Peds Full Input Data And Results Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 65 991 1056 B 174 0 93 267 C 1199 28 0 1227 Tot. 1373 93 1084 2550 Origin Traffic Lane Flows Lane Scenario 1: 3 Junction: A329 Reading Rd / Woodward Close 1/1 1056 2/1 (with short) 267(In) 93(Out) 2/2 (short) 174 3/1 (with short) 1227(In) 1199(Out) 3/2 (short) 28 4/1 1373 5/1 93 6/1 1084 Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Arm 5 Left 12.00 6.2 % Arm 6 Ahead Inf 93.8 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 1990 1990 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 2: '11' (FG9: 'PM Peak 2026 WBC Scenario A + 421dw Dev', Plan 4: 'PM Peak - RT every cycle and Peds Alternate Cycles') Traffic Flows, Desired Desired Flow : Destination A B C Tot. A 0 155 1040 1195 B 91 0 59 150 C 1092 91 0 1183 Tot. 1183 246 1099 2528 Origin Traffic Lane Flows Lane Scenario 2: 11 Junction: A329 Reading Rd / Woodward Close 1/1 1195 2/1 (with short) 150(In) 59(Out) 2/2 (short) 91 3/1 (with short) 1183(In) 1092(Out) 3/2 (short) 91 4/1 1183 5/1 246 6/1 1099 Lane Saturation Flows Junction: A329 Reading Rd / Woodward Close Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Flared Sat Flow Radius Prop. (PCU/Hr) (PCU/Hr) (m) Arm 5 Left 12.00 13.0 % Arm 6 Ahead Inf 87.0 % Y Arm 6 Left 12.00 0.00 N Arm 4 Right 3.00 0.00 Y 2.90 0.00 N 1/1 (Reading Rd (N)) 3.90 2/1 (Woodward Close) 2.60 0.00 2/2 (Woodward Close) 2.60 3/1 (Reading Rd (S)) 3/2 (Reading Rd (S)) 0.00 Y 1973 1973 100.0 % 1667 1667 15.00 100.0 % 1832 1832 Arm 4 Ahead Inf 100.0 % 1915 1915 Arm 5 Right 15.00 100.0 % 1859 1859 4/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/1 (Woodward Close Exit Lane 1) Infinite Saturation Flow Inf Inf 6/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 1: '3' (FG4: 'AM Peak 2026 WBC Scenario A + 421dw Dev', Plan 2: 'AM Peak -RT every cycle + Peds Alternate Cycles') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 4 3 Min: 7 4 Min: 8 1 D A Min: 7 2 Min: 4 A F E B 7 3 B 53s 5 C B 4s 7 7s 7 8s 8 B 53s 5 C 7s Min: 7 D 7 10s Stage Timings Stage Stream: 1 Stage 1 2 3 4 1 2 3 Duration 53 4 7 8 53 7 10 Change Point 0 60 69 83 98 159 171 70 80 Signal Timings Diagram 0 10 20 Phases 0 1 30 40 50 60 90 60 69 83 25 : 4 3 7 : 7 4 7 : 8 7 : 53 100 110 120 98 1 130 140 150 160 170 180 159 171 2 5 : 7 3 7 : 10 8 : 53 A B C D E F G A B C D E F G 0 10 20 30 40 50 60 70 80 90 100 Time in cycle (sec) 110 120 130 140 150 160 170 180 Full Input Data And Results Network Layout Diagram Modifications to junction : 1) change RTIGA phs min from 7sec to 4sec 2)increase max set for Phase A to 53 sec in AM Peak 2)increase max set for Phase A to 59 sec in PM Peak B 1 m Ar 1 it Ex se ose lo C Cl 0% d 4 d . r 0 a war 17 3 w 9 d d 93 oo oo -W -W 8% 2 5 8. Lane 2/1 + 2/2 Queue 8 m m 14 14 Ar Ar 5 8. m Ar .8 ) 31 (N xit Rd % )E g .7 n N ( 73 di 90 13 ea Rd 56 -R ng di 1 10 0% ea 0. -R A 0 0. 4 0. 0 1 2 1 0 0 Lane 2/2 Storage (Short Lane) 5 5 2 PRC: -1.4 % Total Traffic Delay: 25.2 pcuHr t xi 0 0. )E (S ) d (S R 0% d 0. ng 28 9 R di g 9 84 ea din 11 10 - R ea 6 R % m .3 Ar m 3 91 Ar A329 Reading Rd / Woodward Close 1 Stages - Stage Stream Min >= 7 2 D A Min >= 4 3 D A F Min >= 7 4 D A F F G G E C C B G E C B C B Lane 3/2 Flows (Short Lane) 1000 1000 0 0 Lane 3/2 Storage (Short Lane) 5 5 0 0 1 E B Min >= 8 D A F G E .3 37 1 0 C 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / Woodward Close Signals - - N/A - - - - - - - - 91.3% A329 Reading Rd / Woodward Close - - N/A - - - - - - - - 91.3% Reading Rd (N) Left Ahead U 1 N/A A 2 106 - 1056 1990 1164 90.7% 2/1+2/2 Woodward Close Right Left U 1 N/A D 2 17 - 267 1667:1832 301 88.8% 3/1+3/2 Reading Rd (S) Ahead Right U+O 1 N/A B 2 127 11 1227 1915:1859 1344 91.3% 4/1 Reading Rd (N) Exit U N/A N/A - - - - 1373 Inf Inf 0.0% 5/1 Woodward Close Exit U N/A N/A - - - - 93 Inf Inf 0.0% 6/1 Reading Rd (S) Exit U N/A N/A - - - - 1084 Inf Inf 0.0% 1/1 C Full Input Data And Results Turners When Unopposed (pcu) Network: A329 Reading Rd / Woodward Close Signals - - 19 8 1 12.4 12.6 0.2 25.2 - - - - A329 Reading Rd / Woodward Close - - 19 8 1 12.4 12.6 0.2 25.2 - - - - 1/1 1056 1056 - - - 5.1 4.5 - 9.6 32.9 27.3 4.5 31.8 2/1+2/2 267 267 - - - 3.0 3.3 - 6.3 85.5 5.2 3.3 8.5 3/1+3/2 1227 1227 19 8 1 4.2 4.8 0.2 9.2 26.9 32.5 4.8 37.3 4/1 1373 1373 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/1 93 93 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 1084 1084 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 -1.4 -1.4 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 25.16 25.16 Av. Delay Per PCU (s/pcu) Cycle Time (s): 188 Max. Back of Uniform Queue (pcu) Mean Rand + Max Oversat Queue Queue (pcu) (pcu) Turners In Gaps (pcu) Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): Uniform Delay (pcuHr) Storage Area Total Uniform Delay Delay (pcuHr) (pcuHr) Leaving (pcu) C1 Turners In Intergreen (pcu) Rand + Oversat Delay (pcuHr) Arriving (pcu) Item Full Input Data And Results Scenario 2: '11' (FG9: 'PM Peak 2026 WBC Scenario A + 421dw Dev', Plan 4: 'PM Peak - RT every cycle and Peds Alternate Cycles') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 4 3 Min: 7 4 Min: 8 1 D A Min: 7 2 Min: 4 A F E B 7 3 B 59s 5 C B 4s 7 7s 7 8s 8 B 59s 5 C 4s Min: 7 D 7 7s Stage Timings Stage Stream: 1 Stage 1 2 3 4 1 2 3 Duration 59 4 7 8 59 4 7 Change Point 0 66 75 89 104 171 180 Signal Timings Diagram 0 10 20 Phases 0 1 30 40 50 60 70 66 75 25:4 3 7 : 59 80 7:7 90 100 89 4 7:8 110 120 130 104 1 140 150 160 170 180 190 171 180 25 : 4 3 7 : 7 8 : 59 A B C D E F G A B C D E F G 0 10 20 30 40 50 60 70 80 90 100 110 Time in cycle (sec) 120 130 140 150 160 170 180 190 Full Input Data And Results Network Layout Diagram Modifications to junction : 1) change RTIGA phs min from 7sec to 4sec 2)increase max set for Phase A to 53 sec in AM Peak 2)increase max set for Phase A to 59 sec in PM Peak B 1 m Ar 1 it Ex e s se lo lo C C % 0 d d 91 0. ar war w 59 6 d d 24 oo oo -W -W 5% 2 5 3. Lane 2/1 + 2/2 Queue 5 m m 14 14 Ar Ar 1 . 3 m Ar .1 ) 44 (N xit Rd % )E 3 .3 ng (N 8 di 96 11 ea Rd -R 95 ng 1 di 11 ea 0% 0. -R A 0 0. 4 0 0. 1 2 1 0 0 Lane 2/2 Storage (Short Lane) 5 5 2 PRC: -7.0 % Total Traffic Delay: 24.6 pcuHr t xi 0 0. )E (S ) d (S R 0% d 0. ng 91 R di g 92 99 ea din 10 R 10 a e 6 R % m .7 Ar m 3 83 Ar A329 Reading Rd / Woodward Close 1 Stages - Stage Stream Min >= 7 2 D A Min >= 4 3 D A F Min >= 7 4 D A F F G G E C C B G E C B C B Lane 3/2 Flows (Short Lane) 2400 2400 0 0 Lane 3/2 Storage (Short Lane) 5 5 0 0 1 E B Min >= 8 D A F G E .2 30 1 0 C 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / Woodward Close Signals - - N/A - - - - - - - - 96.3% A329 Reading Rd / Woodward Close - - N/A - - - - - - - - 96.3% Reading Rd (N) Left Ahead U 1 N/A A 2 118 - 1195 1973 1241 96.3% 2/1+2/2 Woodward Close Right Left U 1 N/A D 2 14 - 150 1667:1832 280 53.5% 3/1+3/2 Reading Rd (S) Ahead Right U+O 1 N/A B 2 136 8 1183 1915:1859 1413 83.7% 4/1 Reading Rd (N) Exit U N/A N/A - - - - 1183 Inf Inf 0.0% 5/1 Woodward Close Exit U N/A N/A - - - - 246 Inf Inf 0.0% 6/1 Reading Rd (S) Exit U N/A N/A - - - - 1099 Inf Inf 0.0% 1/1 C Full Input Data And Results Turners When Unopposed (pcu) Network: A329 Reading Rd / Woodward Close Signals - - 8 81 2 11.4 12.4 0.8 24.6 - - - - A329 Reading Rd / Woodward Close - - 8 81 2 11.4 12.4 0.8 24.6 - - - - 1/1 1195 1195 - - - 6.4 9.3 - 15.7 47.3 34.9 9.3 44.1 2/1+2/2 150 150 - - - 1.8 0.6 - 2.3 55.8 2.6 0.6 3.1 3/1+3/2 1183 1183 8 81 2 3.2 2.5 0.8 6.5 19.9 27.7 2.5 30.2 4/1 1183 1183 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/1 246 246 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 1099 1099 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 -7.0 -7.0 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 24.58 24.58 Av. Delay Per PCU (s/pcu) Cycle Time (s): 194 Max. Back of Uniform Queue (pcu) Mean Rand + Max Oversat Queue Queue (pcu) (pcu) Turners In Gaps (pcu) Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): Uniform Delay (pcuHr) Storage Area Total Uniform Delay Delay (pcuHr) (pcuHr) Leaving (pcu) C1 Turners In Intergreen (pcu) Rand + Oversat Delay (pcuHr) Arriving (pcu) Item Full Input Data And Results Full Input Data And Results User and Project Details Project: ITB 6067 Winnersh Title: A329 Reading Rd / B3030 Robin Hood Lane Signals Location: File name: Winnersh Crossroads v2 - 100 dw.lsg3x Author: AL Company: Address: Notes: Network Layout Diagram A 1 2 2 /2 2 /1 B3 0 6- 2- Ar m 2 1 Ar m 1A3 Ar 29 1/1 m Re 1/2 5ad 1 R 1 1/3 5 /2 in 10/1 ea din g Rd 2 5 /1 gR (N LT G/W 3 ) ding Rd (N) d( Arm 10 - Rea N) Ex it Ro bin Ar m 30 R Ho o 6/1 dL a ob ne in Ex Ho it od La ne 1 B Stages - Stage Stream 1 Min >= 6 2 G AB K D C F Min >= 6 4 C F Min >= 4 I L D C F E H N M J K G AB I L D E H N M J K G AB I L J E H N M I L F Min >= 7 3 G AB H N M E J K D C A329 Reading Rd / Robin Hood Lane D 1 Ar m 4Ar 4 /1 m B3 903 4 /2 0K Kin 1 4 /3 9/1 ing gs 2 sS St tL La 3 an ne e Ex it Ar m Ar m 8- Arm 11 - Reading Rd (S) LT G/W 3 1 11/1 2 1 Re ad in Ar m 3/ 3/ 3 2 3/ 1 7- Re gR d( S) 3 -A 32 ad in gR d( S) 8/1 Sa ins bu r ys 9R ea di n gR 7/1 1 Ex it 1 RT d( E C S) Full Input Data And Results Phase Diagram G B E A H N M I L J F C K D Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Traffic 1 7 7 C Traffic 1 7 7 D Traffic 1 7 7 E Traffic 1 7 7 F Traffic 1 7 7 G Pedestrian 1 6 6 H Pedestrian 1 7 7 I Pedestrian 1 6 6 J Pedestrian 1 6 6 K Pedestrian 1 6 6 L Pedestrian 1 6 6 M Pedestrian 1 6 6 N Pedestrian 1 6 6 Full Input Data And Results Phase Intergreens Matrix Starting Phase A B C D E F G H I J K L M N A - - 6 9 5 6 - - 8 - - 9 - 5 B - - 5 - - 5 5 - - - - - - - C 6 7 - - 6 6 - 10 - 5 - - 9 - D 5 - - - 5 - - - - - 5 - - - E 5 - 6 8 - 5 - 5 8 - - 9 9 - F Terminating G Phase 7 7 6 - 5 - - 9 9 - - 8 8 - - 7 - - - - - - - - - - - - H - - 8 - 9 8 - - - - - - - - I 6 - - - 6 5 - - - - - - - - J - - 7 - - - - - - - - - - - K - - - 7 - - - - - - - - - - L 13 - - - 13 14 - - - - - - - - M - - 6 - 6 6 - - - - - - - - N 7 - - - - - - - - - - - - - Phases in Stage Stream Stage No. Phases in Stage 1 1 ABHJKM 1 2 EGJKN 1 3 CDGILN 1 4 DFGJN Stage Diagram Stage Stream: 1 1 Min >= 6 2 G B A K D C F K D C F K I L J D C F E H N M I L J E Min >= 4 G B A H N M I L J E Min >= 6 4 G B A H N M I L F H N M E Min >= 7 3 G B A J K D C Full Input Data And Results Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value 1 2 A Losing 4 4 1 2 B Losing 4 4 1 2 M Losing 2 2 1 3 A Losing 2 2 1 3 B Losing 2 2 2 1 E Losing 2 2 2 3 E Losing 1 1 3 2 C Losing 7 7 3 2 D Losing 8 8 3 4 C Losing 8 8 3 4 I Losing 7 7 4 1 D Losing 2 2 4 3 F Losing 1 1 Prohibited Stage Change Stage Stream: 1 To Stage 1 2 3 4 1 From Stage 2 11 9 11 9 10 8 3 13 13 4 9 5 14 10 Full Input Data And Results Give-Way Lane Input Data Junction: A329 Reading Rd / Robin Hood Lane Lane Max Flow Non-Blocking Max Turns when Opposing Opp. Lane Opp. Right Turn Right Turn Storage in Intergreen Movement RTF Lane Coeff. Mvmnts. Storage (PCU) Move up (s) Giving Way (PCU) (PCU) (PCU/Hr) 10/1 (Reading Rd (N) LT G/W) 6/1 (Left) 11/1 (Reading Rd (S) LT G/W) 9/1 (Left) 1000 1000 4/2 0.50 4/2 3/3 0.50 3/3 2/1 0.50 2/1 1/3 0.50 1/3 - - - - - - - - - - Full Input Data And Results Lane Input Data Junction: A329 Reading Rd / Robin Hood Lane Lane Lane Start End Phases Type Disp. Disp. Physical Length (PCU) Sat Flow Type Def User Lane Saturation Nearside Width Gradient Lane Flow (m) (PCU/Hr) Turns Turning Radius (m) 1/1 (A329 Reading Rd (N)) U B 1 3 1.0 Geom - 5.00 0.00 Y Arm 10 Ahead 20.00 1/2 (A329 Reading Rd (N)) U A 1 3 60.0 Geom - 3.00 0.00 Y Arm 7 Ahead Inf Arm 8 Ahead Inf Arm 9 Right 20.00 Arm 7 Left 10.00 Arm 8 Left 10.00 Arm 9 Ahead Inf 1/3 (A329 Reading Rd (N)) 2/1 (B3030 Robin Hood Lane) U U A E 1 1 3 3 33.9 60.0 Geom Geom - - 3.00 2.50 0.00 0.00 N Y 2/2 (B3030 Robin Hood Lane) U E 1 3 4.9 Geom - 2.50 0.00 N Arm 5 Right 15.00 3/1 (A329 Reading Rd (S)) U D 1 3 12.2 Geom - 5.00 0.00 Y Arm 11 Ahead 15.00 3/2 (A329 Reading Rd (S)) U C 1 3 60.0 Geom - 3.00 0.00 N Arm 5 Ahead Inf Arm 5 Ahead Inf Arm 6 Right 15.00 3/3 (A329 Reading Rd (S)) U 4/1 (B3030 Kings St Lane) U F 1 3 60.0 Geom - 3.00 0.00 Y Arm 5 Left 15.00 4/2 (B3030 Kings St Lane) U F 1 3 60.0 Geom - 3.00 0.00 N Arm 6 Ahead Inf Arm 7 Right 15.00 Arm 8 Right 15.00 C 1 3 60.0 Geom - 3.00 0.00 N 4/3 (B3030 Kings St Lane) U 5/1 (Reading Rd (N) Exit) U 1 3 60.0 Inf - - - - - - 5/2 (Reading Rd (N) Exit) U 1 3 60.0 Inf - - - - - - F 1 3 12.2 Geom - 3.00 0.00 N Full Input Data And Results 6/1 (Robin Hood Lane Exit) U 1 3 60.0 Inf - - - - - - 7/1 (Reading Rd (S) Exit) U 1 3 60.0 Inf - - - - - - 8/1 (Reading Rd (S) Sainsburys RT) U 1 3 60.0 Inf - - - - - - 9/1 (Kings St Lane Exit) U 1 3 60.0 Inf - - - - - - 10/1 (Reading Rd (N) LT G/W) O 1 3 2.6 Inf - - - - - - 11/1 (Reading Rd (S) LT G/W) O 1 3 2.6 Inf - - - - - - Traffic Flow Groups Flow Group Start Time End Time Duration Formula 1: 'AM Peak 2026 WBC Scenario A' 08:00 09:00 01:00 7: 'Development traffic AM peak - 100dw' 08:00 09:00 01:00 12: 'AM Peak 2026 WBC Scenario A + 100dw Dev' 08:00 09:00 01:00 18: 'PM Peak 2026 WBC Scenario A' 17:00 18:00 01:00 24: 'Development traffic PM peak - 100dw' 17:00 18:00 01:00 29: 'PM Peak 2026 WBC Scenario A + 100dw Dev' 17:00 18:00 01:00 F1+F7 F18+F24 Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D E Tot. A 0 28 465 45 181 719 B 195 0 128 332 49 704 C 719 62 0 475 0 1256 D 83 327 220 0 10 640 E 0 0 0 0 0 0 Tot. 997 417 813 852 240 3319 Full Input Data And Results Traffic Lane Flows Lane Scenario 1: 1 Junction: A329 Reading Rd / Robin Hood Lane 1/1 (short) 28 1/2 (with short) 493(In) 465(Out) 1/3 226 2/1 (with short) 704(In) 509(Out) 2/2 (short) 195 3/1 (short) 475 3/2 (with short) 871(In) 396(Out) 3/3 385 4/1 83 4/2 (with short) 557(In) 327(Out) 4/3 (short) 230 5/1 674 5/2 323 6/1 417 7/1 813 8/1 240 9/1 852 10/1 28 11/1 475 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Robin Hood Lane Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (A329 Reading Rd (N)) 5.00 0.00 Y Arm 10 Ahead 20.00 100.0 % 1967 1967 1/2 (A329 Reading Rd (N)) 3.00 0.00 Y Arm 7 Ahead Inf 100.0 % 1915 1915 1/3 (A329 Reading Rd (N)) 3.00 0.00 N Arm 8 Ahead Inf 80.1 % 2025 2025 Arm 9 Right 20.00 19.9 % Arm 7 Left 10.00 25.1 % Arm 8 Left 10.00 9.6 % 1773 1773 Arm 9 Ahead Inf 65.2 % 2/1 (B3030 Robin Hood Lane) 2.50 0.00 Y 2/2 (B3030 Robin Hood Lane) 2.50 0.00 N Arm 5 Right 15.00 100.0 % 1823 1823 3/1 (A329 Reading Rd (S)) 5.00 0.00 Y Arm 11 Ahead 15.00 100.0 % 1923 1923 3/2 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 100.0 % 2055 2055 3/3 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 83.9 % 2022 2022 Arm 6 Right 15.00 16.1 % 4/1 (B3030 Kings St Lane) 3.00 0.00 Y Arm 5 Left 15.00 100.0 % 1741 1741 4/2 (B3030 Kings St Lane) 3.00 0.00 N Arm 6 Ahead Inf 100.0 % 2055 2055 4/3 (B3030 Kings St Lane) 3.00 0.00 N Arm 7 Right 15.00 95.7 % 1868 1868 Arm 8 Right 15.00 4.3 % 5/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/2 (Reading Rd (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 6/1 (Robin Hood Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 7/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf 8/1 (Reading Rd (S) Sainsburys RT Lane 1) Infinite Saturation Flow Inf Inf 9/1 (Kings St Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 10/1 (Reading Rd (N) LT G/W Lane 1) Infinite Saturation Flow Inf Inf 11/1 (Reading Rd (S) LT G/W Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 2: '12' (FG12: 'AM Peak 2026 WBC Scenario A + 100dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination A B C D E Tot. A 0 28 476 45 181 730 B 195 0 128 332 49 704 C 749 62 0 475 0 1286 D 83 327 220 0 10 640 E 0 0 0 0 0 0 Tot. 1027 417 824 852 240 3360 Origin Traffic Lane Flows Lane Scenario 2: 12 Junction: A329 Reading Rd / Robin Hood Lane 1/1 (short) 28 1/2 (with short) 504(In) 476(Out) 1/3 226 2/1 (with short) 704(In) 509(Out) 2/2 (short) 195 3/1 (short) 475 3/2 (with short) 880(In) 405(Out) 3/3 406 4/1 83 4/2 (with short) 557(In) 327(Out) 4/3 (short) 230 5/1 683 5/2 344 6/1 417 7/1 824 8/1 240 9/1 852 10/1 28 11/1 475 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Robin Hood Lane Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (A329 Reading Rd (N)) 5.00 0.00 Y Arm 10 Ahead 20.00 100.0 % 1967 1967 1/2 (A329 Reading Rd (N)) 3.00 0.00 Y Arm 7 Ahead Inf 100.0 % 1915 1915 1/3 (A329 Reading Rd (N)) 3.00 0.00 N Arm 8 Ahead Inf 80.1 % 2025 2025 Arm 9 Right 20.00 19.9 % Arm 7 Left 10.00 25.1 % Arm 8 Left 10.00 9.6 % 1773 1773 Arm 9 Ahead Inf 65.2 % 2/1 (B3030 Robin Hood Lane) 2.50 0.00 Y 2/2 (B3030 Robin Hood Lane) 2.50 0.00 N Arm 5 Right 15.00 100.0 % 1823 1823 3/1 (A329 Reading Rd (S)) 5.00 0.00 Y Arm 11 Ahead 15.00 100.0 % 1923 1923 3/2 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 100.0 % 2055 2055 3/3 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 84.7 % 2024 2024 Arm 6 Right 15.00 15.3 % 4/1 (B3030 Kings St Lane) 3.00 0.00 Y Arm 5 Left 15.00 100.0 % 1741 1741 4/2 (B3030 Kings St Lane) 3.00 0.00 N Arm 6 Ahead Inf 100.0 % 2055 2055 4/3 (B3030 Kings St Lane) 3.00 0.00 N Arm 7 Right 15.00 95.7 % 1868 1868 Arm 8 Right 15.00 4.3 % 5/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/2 (Reading Rd (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 6/1 (Robin Hood Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 7/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf 8/1 (Reading Rd (S) Sainsburys RT Lane 1) Infinite Saturation Flow Inf Inf 9/1 (Kings St Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 10/1 (Reading Rd (N) LT G/W Lane 1) Infinite Saturation Flow Inf Inf 11/1 (Reading Rd (S) LT G/W Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 3: '18' (FG18: 'PM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination A B C D E Tot. A 0 28 285 94 230 637 B 191 0 79 210 75 555 C 417 170 0 527 0 1114 D 152 311 325 0 10 798 E 0 0 0 0 0 0 Tot. 760 509 689 831 315 3104 Origin Traffic Lane Flows Lane Scenario 3: 18 Junction: A329 Reading Rd / Robin Hood Lane 1/1 (short) 28 1/2 (with short) 313(In) 285(Out) 1/3 324 2/1 (with short) 555(In) 364(Out) 2/2 (short) 191 3/1 (short) 527 3/2 (with short) 848(In) 321(Out) 3/3 266 4/1 152 4/2 (with short) 646(In) 311(Out) 4/3 (short) 335 5/1 664 5/2 96 6/1 509 7/1 689 8/1 315 9/1 831 10/1 28 11/1 527 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Robin Hood Lane Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (A329 Reading Rd (N)) 5.00 0.00 Y Arm 10 Ahead 20.00 100.0 % 1967 1967 1/2 (A329 Reading Rd (N)) 3.00 0.00 Y Arm 7 Ahead Inf 100.0 % 1915 1915 1/3 (A329 Reading Rd (N)) 3.00 0.00 N Arm 8 Ahead Inf 71.0 % 2011 2011 Arm 9 Right 20.00 29.0 % Arm 7 Left 10.00 21.7 % Arm 8 Left 10.00 20.6 % 1754 1754 Arm 9 Ahead Inf 57.7 % 2/1 (B3030 Robin Hood Lane) 2.50 0.00 Y 2/2 (B3030 Robin Hood Lane) 2.50 0.00 N Arm 5 Right 15.00 100.0 % 1823 1823 3/1 (A329 Reading Rd (S)) 5.00 0.00 Y Arm 11 Ahead 15.00 100.0 % 1923 1923 3/2 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 100.0 % 2055 2055 3/3 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 36.1 % 1932 1932 Arm 6 Right 15.00 63.9 % 4/1 (B3030 Kings St Lane) 3.00 0.00 Y Arm 5 Left 15.00 100.0 % 1741 1741 4/2 (B3030 Kings St Lane) 3.00 0.00 N Arm 6 Ahead Inf 100.0 % 2055 2055 4/3 (B3030 Kings St Lane) 3.00 0.00 N Arm 7 Right 15.00 97.0 % 1868 1868 Arm 8 Right 15.00 3.0 % 5/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/2 (Reading Rd (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 6/1 (Robin Hood Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 7/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf 8/1 (Reading Rd (S) Sainsburys RT Lane 1) Infinite Saturation Flow Inf Inf 9/1 (Kings St Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 10/1 (Reading Rd (N) LT G/W Lane 1) Infinite Saturation Flow Inf Inf 11/1 (Reading Rd (S) LT G/W Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 4: '29' (FG29: 'PM Peak 2026 WBC Scenario A + 100dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination A B C D E Tot. A 0 28 314 94 230 666 B 191 0 79 210 75 555 C 433 170 0 527 0 1130 D 152 311 325 0 10 798 E 0 0 0 0 0 0 Tot. 776 509 718 831 315 3149 Origin Traffic Lane Flows Lane Scenario 4: 29 Junction: A329 Reading Rd / Robin Hood Lane 1/1 (short) 28 1/2 (with short) 342(In) 314(Out) 1/3 324 2/1 (with short) 555(In) 364(Out) 2/2 (short) 191 3/1 (short) 527 3/2 (with short) 851(In) 324(Out) 3/3 279 4/1 152 4/2 (with short) 646(In) 311(Out) 4/3 (short) 335 5/1 667 5/2 109 6/1 509 7/1 718 8/1 315 9/1 831 10/1 28 11/1 527 Full Input Data And Results Lane Saturation Flows Junction: A329 Reading Rd / Robin Hood Lane Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (A329 Reading Rd (N)) 5.00 0.00 Y Arm 10 Ahead 20.00 100.0 % 1967 1967 1/2 (A329 Reading Rd (N)) 3.00 0.00 Y Arm 7 Ahead Inf 100.0 % 1915 1915 1/3 (A329 Reading Rd (N)) 3.00 0.00 N Arm 8 Ahead Inf 71.0 % 2011 2011 Arm 9 Right 20.00 29.0 % Arm 7 Left 10.00 21.7 % Arm 8 Left 10.00 20.6 % 1754 1754 Arm 9 Ahead Inf 57.7 % 2/1 (B3030 Robin Hood Lane) 2.50 0.00 Y 2/2 (B3030 Robin Hood Lane) 2.50 0.00 N Arm 5 Right 15.00 100.0 % 1823 1823 3/1 (A329 Reading Rd (S)) 5.00 0.00 Y Arm 11 Ahead 15.00 100.0 % 1923 1923 3/2 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 100.0 % 2055 2055 3/3 (A329 Reading Rd (S)) 3.00 0.00 N Arm 5 Ahead Inf 39.1 % 1937 1937 Arm 6 Right 15.00 60.9 % 4/1 (B3030 Kings St Lane) 3.00 0.00 Y Arm 5 Left 15.00 100.0 % 1741 1741 4/2 (B3030 Kings St Lane) 3.00 0.00 N Arm 6 Ahead Inf 100.0 % 2055 2055 4/3 (B3030 Kings St Lane) 3.00 0.00 N Arm 7 Right 15.00 97.0 % 1868 1868 Arm 8 Right 15.00 3.0 % 5/1 (Reading Rd (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 5/2 (Reading Rd (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 6/1 (Robin Hood Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 7/1 (Reading Rd (S) Exit Lane 1) Infinite Saturation Flow Inf Inf 8/1 (Reading Rd (S) Sainsburys RT Lane 1) Infinite Saturation Flow Inf Inf 9/1 (Kings St Lane Exit Lane 1) Infinite Saturation Flow Inf Inf 10/1 (Reading Rd (N) LT G/W Lane 1) Infinite Saturation Flow Inf Inf 11/1 (Reading Rd (S) LT G/W Lane 1) Infinite Saturation Flow Inf Inf Full Input Data And Results Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 G B A H Min: 6 4 E N M Min: 7 G G N N I J K 9 L J J K 20s 9 D 35s 10 C 8s F D 14 15s Stage Timings Stage Stream: 1 Stage 1 2 3 4 Duration 20 35 8 15 Change Point 0 29 73 91 Signal Timings Diagram 0 Phases 0 1 10 20 30 40 29 2 9 : 20 50 60 70 73 3 9 : 35 80 90 10 : 8 91 4 100 110 120 14 : 15 A B C D E F G H I J K L M N A B C D E F G H I J K L M N 0 10 20 30 40 50 60 70 Time in cycle (sec) 80 90 100 110 120 Full Input Data And Results Network Layout Diagram 1 Min >= 6 2 G AB Min >= 7 3 K D C F Min >= 6 4 H C F H C 0.0 LT G/W 1 ) eading Rd (N Arm 10 - R 1 2 3.7% F E J K D C 75 D 1 83 32 23 7 0 A329 Reading Rd / Robin Hood Lane 33 11 .7% Ar 2.3 m % 4Ar 2 m B3 47 .7 903 . 4 0 Kin 1 Kin 0 .0 gs g 2 sS St tL La 3 0 .0 an ne e % Ex it 82 0 Ar m PRC: -24.8 % Total Traffic Delay: 219.8 pcuHr 2- 4 37 3 25 I L D 1 2 H N M J K 0 Min >= 4 G AB I L D E N M J K G AB I L J E N M I L G AB H N M F E 0 1- 1000 Ar m 11 0 47 . 2% .8% A3 Ar 29 m 2 Re 45 5.4 1 Re adin 6 0. 0 .9 gR ad 0. 0 ing d( N) Rd 0.0 (N )E 0. 0 % xi t % 29 61 7 Stages - Stage Stream 9 Ar m Lane 10/1 Flows Ar m A 1000 6- 28 46 22 5 6 0. 0 % Ro bin B3 H 0. 0 oo 03 dL 0R a 62 ob ne .7 in Ex Ho it 11 od 0.5 La % ne 19 50 5 9 1 B 8- 23 5 Ar m 8 7- Re 0 .0 % ad in Re 0. gR 0 .0 ad 0% d( ing S Rd )E 1 xit (S 0 .0 )S ain Arm 11 - Reading Rd (S) LT G/W Ar sb 1 m 3 ur 3 ys -A 1 2 15.1 57.4% 475 R 34 32 T 1 9 65 .2 Lane 11/1 Flows E Re . 9 ad 1800 1800 10 i ng 11 8.8 Rd 0.1 % (S % ) 38 0 0 39 5 47 6 5 C Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - N/A - - - - - - - - 112.3% A329 Reading Rd / Robin Hood Lane - - N/A - - - - - - - - 112.3% 1/2+1/1 A329 Reading Rd (N) Ahead Ahead2 U 1 N/A AB 1 26 - 493 1915:1967 447 110.2% 1/3 A329 Reading Rd (N) Ahead Right U 1 N/A A 1 26 - 226 2025 473 47.8% 2/1+2/2 B3030 Robin Hood Lane Right Left Left2 Ahead U 1 N/A E 1 36 - 704 1773:1823 637 110.5% 3/2+3/1 A329 Reading Rd (S) Ahead Ahead2 U 1 N/A CD 1 19:40 - 871 2055:1923 791 110.1% 3/3 A329 Reading Rd (S) Ahead Right U 1 N/A C 1 19 - 385 2022 354 108.8% 4/1 B3030 Kings St Lane Left U 1 N/A F 1 15 - 83 1741 247 33.7% B3030 Kings St Lane Ahead Right Right2 U 1 N/A F 1 15 - 557 2055:1868 496 112.3% 5/1 Reading Rd (N) Exit U N/A N/A - - - - 674 Inf Inf 0.0% 5/2 Reading Rd (N) Exit U N/A N/A - - - - 323 Inf Inf 0.0% 6/1 Robin Hood Lane Exit U N/A N/A - - - - 417 Inf Inf 0.0% 7/1 Reading Rd (S) Exit U N/A N/A - - - - 813 Inf Inf 0.0% 8/1 Reading Rd (S) Sainsburys RT U N/A N/A - - - - 240 Inf Inf 0.0% 4/2+4/3 Full Input Data And Results 9/1 Kings St Lane Exit U N/A N/A - - - - 852 Inf Inf 0.0% 10/1 Reading Rd (N) LT G/W Left O N/A N/A - - - - 28 Inf 683 3.7% 11/1 Reading Rd (S) LT G/W Left O N/A N/A - - - - 475 Inf 827 57.4% Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Item Arriving (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - 83 417 0 53.2 166.6 0.0 219.8 - - - - A329 Reading Rd / Robin Hood Lane - - 83 417 0 53.2 166.6 0.0 219.8 - - - - 1/2+1/1 493 447 - - - 9.1 27.3 - 36.4 265.8 18.0 27.3 45.4 1/3 226 226 - - - 2.5 0.5 - 2.9 47.0 6.5 0.5 6.9 2/1+2/2 704 637 - - - 11.1 38.1 - 49.2 251.6 24.6 38.1 62.7 3/2+3/1 871 835 - - - 11.6 44.9 - 56.5 233.3 21.1 44.9 65.9 3/3 385 354 - - - 6.6 20.3 - 26.9 251.5 13.9 20.3 34.2 4/1 83 83 - - - 1.1 0.3 - 1.3 57.4 2.5 0.3 2.7 4/2+4/3 557 521 - - - 9.8 34.6 - 44.4 286.9 12.8 34.6 47.4 5/1 619 619 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/2 297 297 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 374 374 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 7/1 758 758 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 8/1 235 235 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 9/1 820 820 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 10/1 25 25 0 25 0 0.0 0.0 - 0.0 2.7 0.0 0.0 0.0 11/1 475 475 83 392 0 1.5 0.7 - 2.2 16.4 14.4 0.7 15.1 C1 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): -24.8 -24.8 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 217.62 219.81 Cycle Time (s): 120 Full Input Data And Results Scenario 2: '12' (FG12: 'AM Peak 2026 WBC Scenario A + 100dw Dev', Plan 1: 'AM + PM Peak') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 G B A H Min: 6 4 G E N M Min: 7 G N N I J K 9 L J J K 20s 9 D 34s 10 C 9s F D 14 15s Stage Timings Stage Stream: 1 Stage 1 2 3 4 Duration 20 34 9 15 Change Point 0 29 72 91 Signal Timings Diagram 0 Phases 0 1 10 20 30 40 29 2 9 : 20 50 60 70 72 3 9 : 34 80 10 : 9 90 91 4 100 110 120 14 : 15 A B C D E F G H I J K L M N A B C D E F G H I J K L M N 0 10 20 30 40 50 60 70 Time in cycle (sec) 80 90 100 110 120 Full Input Data And Results Network Layout Diagram Min >= 6 2 G B A Min >= 7 3 K D C F K D C F D C e an 19 50 5 9 in H ob 3.2 % 11 B3 0 .9 2- 69 1 LT G/W oo dL 0. 0 La n od % ding Rd (N) 1 2 Arm 10 - Rea 0.0 Ar m 3.7% F E J K D C 75 6 33 11 .7% Ar 2.3 m % 4Ar 2 m B3 47 .7 903 .4 0K Kin 1 0 .0 ing gs 2 sS St tL La 3 0 .0 an ne e % Ex it 81 3 D 1 83 32 23 7 0 A329 Reading Rd / Robin Hood Lane Ar m 0.0 % Re ad ing Re 0. 0.0 ad 0% Rd ing (S Rd )E 1 xi t (S 0 .0 )S ain Arm 11 - Reading Rd (S) LT G/W Ar sb 1 m 3 ur 3 ys -A 1 2 15.1 57.2% 475 RT 36 32 1 9R 61 .8 Lane 11/1 Flows E .5 ea 1800 1800 din 10 gR 10 9.4 8. % d 6% (S ) 4 0 0 06 40 47 5 5 Ar m PRC: -25.7 % Total Traffic Delay: 230.6 pcuHr Ho 0. 0 bin Ro 3 3 25 6- 37 1 2 I L J K 0 H N M I L 1000 Min >= 4 G B A H N M J E 0 1- Min >= 6 4 G B A I L J E H N M I L G B A H N M F E Lane 10/1 Flows Ar m 11 2 47 .7% .8% A3 Ar 29 m 2 Re 51 5.0 1 Re adin 6 0. 0 .9 gR ad 0.0 ing d( N) Rd 0. 0 ( N % )E 0. 0 xit % 31 62 4 Stages - Stage Stream 8 Ar m 1 1000 30 R 28 47 22 6 6 A eE xit 1 B 23 8- 4 7- C Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - N/A - - - - - - - - 113.2% A329 Reading Rd / Robin Hood Lane - - N/A - - - - - - - - 113.2% 1/2+1/1 A329 Reading Rd (N) Ahead Ahead2 U 1 N/A AB 1 26 - 504 1915:1967 447 112.7% 1/3 A329 Reading Rd (N) Ahead Right U 1 N/A A 1 26 - 226 2025 473 47.8% 2/1+2/2 B3030 Robin Hood Lane Right Left Left2 Ahead U 1 N/A E 1 35 - 704 1773:1823 622 113.2% 3/2+3/1 A329 Reading Rd (S) Ahead Ahead2 U 1 N/A CD 1 20:41 - 880 2055:1923 810 108.6% 3/3 A329 Reading Rd (S) Ahead Right U 1 N/A C 1 20 - 406 2024 371 109.4% 4/1 B3030 Kings St Lane Left U 1 N/A F 1 15 - 83 1741 247 33.7% B3030 Kings St Lane Ahead Right Right2 U 1 N/A F 1 15 - 557 2055:1868 496 112.3% 5/1 Reading Rd (N) Exit U N/A N/A - - - - 683 Inf Inf 0.0% 5/2 Reading Rd (N) Exit U N/A N/A - - - - 344 Inf Inf 0.0% 6/1 Robin Hood Lane Exit U N/A N/A - - - - 417 Inf Inf 0.0% 7/1 Reading Rd (S) Exit U N/A N/A - - - - 824 Inf Inf 0.0% 8/1 Reading Rd (S) Sainsburys RT U N/A N/A - - - - 240 Inf Inf 0.0% 4/2+4/3 Full Input Data And Results 9/1 Kings St Lane Exit U N/A N/A - - - - 852 Inf Inf 0.0% 10/1 Reading Rd (N) LT G/W Left O N/A N/A - - - - 28 Inf 675 3.7% 11/1 Reading Rd (S) LT G/W Left O N/A N/A - - - - 475 Inf 831 57.2% Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Item Arriving (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - 75 425 0 55.0 175.5 0.0 230.6 - - - - A329 Reading Rd / Robin Hood Lane - - 75 425 0 55.0 175.5 0.0 230.6 - - - - 1/2+1/1 504 447 - - - 9.9 32.3 - 42.1 301.0 18.8 32.3 51.0 1/3 226 226 - - - 2.5 0.5 - 2.9 47.0 6.5 0.5 6.9 2/1+2/2 704 622 - - - 12.0 44.8 - 56.8 290.6 25.1 44.8 69.9 3/2+3/1 880 848 - - - 11.4 40.4 - 51.8 211.8 21.2 40.4 61.5 3/3 406 371 - - - 7.0 22.1 - 29.0 257.5 14.7 22.1 36.8 4/1 83 83 - - - 1.1 0.3 - 1.3 57.4 2.5 0.3 2.7 4/2+4/3 557 521 - - - 9.8 34.6 - 44.4 286.9 12.8 34.6 47.4 5/1 628 628 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/2 314 314 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 373 373 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 7/1 756 756 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 8/1 234 234 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 9/1 813 813 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 10/1 25 25 0 25 0 0.0 0.0 - 0.0 2.8 0.0 0.0 0.0 11/1 475 475 75 400 0 1.5 0.7 - 2.1 16.1 14.4 0.7 15.1 C1 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): -25.7 -25.7 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 228.44 230.58 Cycle Time (s): 120 Full Input Data And Results Scenario 3: '18' (FG18: 'PM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 G B A H Min: 6 4 G E N M Min: 7 G N N I J K 9 L J J K 14s 9 D 33s 10 C 8s F D 14 23s Stage Timings Stage Stream: 1 Stage 1 2 3 4 Duration 14 33 8 23 Change Point 0 23 65 83 Signal Timings Diagram 0 Phases 0 1 10 9 : 14 20 30 23 2 40 50 60 70 65 3 9 : 33 10 : 8 80 90 83 4 100 110 120 14 : 23 A B C D E F G H I J K L M N A B C D E F G H I J K L M N 0 10 20 30 40 50 60 70 Time in cycle (sec) 80 90 100 110 120 Full Input Data And Results Network Layout Diagram 1 Min >= 6 2 G B A K D C F Min >= 6 4 C F C 1 LT G/W ding Rd (N) 1 Arm 10 - Rea 0.0 2 3.9% 6- 50 9 3 28 F E I L D 1 2 H N M J K 0 Min >= 4 G B A I L D E H N M J K G B A I L J E H N M I L F Min >= 7 3 G B A H N M E 0 1- 1000 J K D C 68 9 D 1 15 31 2 33 1 5 A329 Reading Rd / Robin Hood Lane 41 87 .9% Ar .7% m 4Ar 4 m B3 14 .8 903 .0 0K Kin 1 0.0 ing gs 2 sS St tL La 3 0 .0 an ne e % Ex it 83 1 Ar m PRC: 0.8 % Total Traffic Delay: 58.8 pcuHr 2- 88 87 .7% .9% A3 Ar 29 m 2 Re 13 51 13 . 4 Re adin 0.0 .6 gR ad 0.0 ing d( N Rd ) 0.0 (N )E 0.0 % xit % 9 66 6 Stages - Stage Stream 4 Ar m Lane 10/1 Flows Ar m A 1000 Ar m 28 28 32 5 4 0.0 % Ro bin B3 Ho 0.0 03 od 0R L a 18 ob ne .4 in Ex Ho it od 88 .6% La ne 19 36 1 4 1 B 31 8- Ar m 5 Re ad in 7- Re 0. 0 % gR d( S) 0 .0 % ad in gR 0 .0 d( S) 1 Ex it 0. 0 Sa Arm 11 - Reading Rd (S) LT G/W ins Ar 1 m bu 3 3 ry s -A 1 2 17.0 62.2% 527 RT 10 32 1 9R 1 9 .2 Lane 11/1 Flows E .6 ea 1800 1800 di n 78 gR 89 .7% d .3% (S ) 26 0 0 6 32 52 1 7 C Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - N/A - - - - - - - - 89.3% A329 Reading Rd / Robin Hood Lane - - N/A - - - - - - - - 89.3% 1/2+1/1 A329 Reading Rd (N) Ahead Ahead2 U 1 N/A AB 1 20 - 313 1915:1967 353 88.7% 1/3 A329 Reading Rd (N) Ahead Right U 1 N/A A 1 20 - 324 2011 369 87.9% 2/1+2/2 B3030 Robin Hood Lane Right Left Left2 Ahead U 1 N/A E 1 34 - 555 1754:1823 626 88.6% 3/2+3/1 A329 Reading Rd (S) Ahead Ahead2 U 1 N/A CD 1 19:48 - 848 2055:1923 950 89.3% 3/3 A329 Reading Rd (S) Ahead Right U 1 N/A C 1 19 - 266 1932 338 78.7% 4/1 B3030 Kings St Lane Left U 1 N/A F 1 23 - 152 1741 363 41.9% B3030 Kings St Lane Ahead Right Right2 U 1 N/A F 1 23 - 646 2055:1868 736 87.7% 5/1 Reading Rd (N) Exit U N/A N/A - - - - 664 Inf Inf 0.0% 5/2 Reading Rd (N) Exit U N/A N/A - - - - 96 Inf Inf 0.0% 6/1 Robin Hood Lane Exit U N/A N/A - - - - 509 Inf Inf 0.0% 7/1 Reading Rd (S) Exit U N/A N/A - - - - 689 Inf Inf 0.0% 8/1 Reading Rd (S) Sainsburys RT U N/A N/A - - - - 315 Inf Inf 0.0% 9/1 Kings St Lane Exit U N/A N/A - - - - 831 Inf Inf 0.0% 4/2+4/3 Full Input Data And Results 10/1 Reading Rd (N) LT G/W Left O N/A N/A - - - - 28 Inf 715 3.9% 11/1 Reading Rd (S) LT G/W Left O N/A N/A - - - - 527 Inf 848 62.2% Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Item Arriving (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - 69 486 0 38.5 20.2 0.0 58.8 - - - - A329 Reading Rd / Robin Hood Lane - - 69 486 0 38.5 20.2 0.0 58.8 - - - - 1/2+1/1 313 313 - - - 4.2 3.4 - 7.5 86.4 10.1 3.4 13.4 1/3 324 324 - - - 4.3 3.2 - 7.5 83.0 10.4 3.2 13.6 2/1+2/2 555 555 - - - 5.8 3.5 - 9.4 60.8 14.8 3.5 18.4 3/2+3/1 848 848 - - - 9.0 3.9 - 12.9 54.7 15.7 3.9 19.6 3/3 266 266 - - - 3.5 1.8 - 5.3 71.2 8.4 1.8 10.2 4/1 152 152 - - - 1.7 0.4 - 2.1 49.7 4.4 0.4 4.8 4/2+4/3 646 646 - - - 8.1 3.3 - 11.4 63.6 10.7 3.3 14.0 5/1 664 664 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/2 96 96 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 509 509 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 7/1 689 689 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 8/1 315 315 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 9/1 831 831 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 10/1 28 28 0 28 0 0.0 0.0 - 0.0 2.6 0.0 0.0 0.0 11/1 527 527 69 458 0 1.9 0.8 - 2.7 18.5 16.2 0.8 17.0 C1 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 0.8 0.8 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 56.03 58.76 Cycle Time (s): 120 Full Input Data And Results Scenario 4: '29' (FG29: 'PM Peak 2026 WBC Scenario A + 100dw Dev', Plan 1: 'AM + PM Peak') Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 3 G B A H Min: 6 4 G E N M Min: 7 G N N I J K 9 L J J K 16s 9 D 32s 10 C 8s F D 14 22s Stage Timings Stage Stream: 1 Stage 1 2 3 4 Duration 16 32 8 22 Change Point 0 25 66 84 Signal Timings Diagram 0 Phases 0 1 10 20 30 25 2 9 : 16 40 50 60 70 66 3 9 : 32 80 10 : 8 90 84 4 100 110 120 14 : 22 A B C D E F G H I J K L M N A B C D E F G H I J K L M N 0 10 20 30 40 50 60 70 Time in cycle (sec) 80 90 100 110 120 Full Input Data And Results Network Layout Diagram 1 Min >= 6 2 G B A K D C F Min >= 6 4 C F C 1 LT G/W ding Rd (N) 1 Arm 10 - Rea 0.0 2 4.0% 6- 50 9 3 28 F E I L D 1 2 H N M J K 0 Min >= 4 G B A I L D E H N M J K G B A I L J E H N M I L F Min >= 7 3 G B A H N M E 0 1- 1000 J K D C 71 8 D 1 15 31 2 33 1 5 A329 Reading Rd / Robin Hood Lane 43 89 .7% Ar .7% m 4Ar 4 m B3 14 .8 903 .7 0K Kin 1 0.0 ing gs 2 sS St tL La 3 0 .0 an ne e % Ex it 83 1 Ar m PRC: -0.9 % Total Traffic Delay: 60.7 pcuHr 2- 88 80 .9% .6% A3 Ar 29 m 2 Re 14 51 12 . 4 Re adin 0.0 .2 gR ad 0.0 ing d( N Rd ) 0.0 (N )E 0.0 % xit % 10 66 9 Stages - Stage Stream 7 Ar m Lane 10/1 Flows Ar m A 1000 Ar m 28 31 32 4 4 0.0 % Ro bin B3 Ho 0.0 03 od 0R L a 19 ob ne .3 in Ex Ho it od 90 .8% La ne 19 36 1 4 1 B 31 8- Ar m 5 Re ad in 7- Re 0. 0 % gR d( S) 0 .0 % ad in gR 0 .0 d( S) 1 Ex it 0. 0 Sa Arm 11 - Reading Rd (S) LT G/W ins Ar 1 m bu 3 3 ry s -A 1 2 17.0 62.2% 527 RT 11 32 1 9R 2 0 .1 Lane 11/1 Flows E .4 ea 1800 1800 di n 82 gR 90 .3% d .1% (S ) 27 0 0 9 32 52 4 7 C Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - N/A - - - - - - - - 90.8% A329 Reading Rd / Robin Hood Lane - - N/A - - - - - - - - 90.8% 1/2+1/1 A329 Reading Rd (N) Ahead Ahead2 U 1 N/A AB 1 22 - 342 1915:1967 385 88.9% 1/3 A329 Reading Rd (N) Ahead Right U 1 N/A A 1 22 - 324 2011 402 80.6% 2/1+2/2 B3030 Robin Hood Lane Right Left Left2 Ahead U 1 N/A E 1 33 - 555 1754:1823 611 90.8% 3/2+3/1 A329 Reading Rd (S) Ahead Ahead2 U 1 N/A CD 1 19:47 - 851 2055:1923 945 90.1% 3/3 A329 Reading Rd (S) Ahead Right U 1 N/A C 1 19 - 279 1937 339 82.3% 4/1 B3030 Kings St Lane Left U 1 N/A F 1 22 - 152 1741 348 43.7% B3030 Kings St Lane Ahead Right Right2 U 1 N/A F 1 22 - 646 2055:1868 720 89.7% 5/1 Reading Rd (N) Exit U N/A N/A - - - - 667 Inf Inf 0.0% 5/2 Reading Rd (N) Exit U N/A N/A - - - - 109 Inf Inf 0.0% 6/1 Robin Hood Lane Exit U N/A N/A - - - - 509 Inf Inf 0.0% 7/1 Reading Rd (S) Exit U N/A N/A - - - - 718 Inf Inf 0.0% 8/1 Reading Rd (S) Sainsburys RT U N/A N/A - - - - 315 Inf Inf 0.0% 9/1 Kings St Lane Exit U N/A N/A - - - - 831 Inf Inf 0.0% 4/2+4/3 Full Input Data And Results 10/1 Reading Rd (N) LT G/W Left O N/A N/A - - - - 28 Inf 709 4.0% 11/1 Reading Rd (S) LT G/W Left O N/A N/A - - - - 527 Inf 848 62.2% Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Item Arriving (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: A329 Reading Rd / B3030 Robin Hood Lane Signals - - 77 478 0 39.5 21.2 0.0 60.7 - - - - A329 Reading Rd / Robin Hood Lane - - 77 478 0 39.5 21.2 0.0 60.7 - - - - 1/2+1/1 342 342 - - - 4.4 3.5 - 7.9 83.1 10.9 3.5 14.4 1/3 324 324 - - - 4.1 2.0 - 6.1 67.7 10.3 2.0 12.2 2/1+2/2 555 555 - - - 6.0 4.3 - 10.3 66.5 15.0 4.3 19.3 3/2+3/1 851 851 - - - 9.3 4.2 - 13.5 57.0 16.2 4.2 20.4 3/3 279 279 - - - 3.7 2.2 - 5.9 75.7 8.9 2.2 11.1 4/1 152 152 - - - 1.8 0.4 - 2.2 51.2 4.4 0.4 4.8 4/2+4/3 646 646 - - - 8.3 3.9 - 12.2 68.0 10.8 3.9 14.7 5/1 667 667 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 5/2 109 109 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 6/1 509 509 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 7/1 718 718 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 8/1 315 315 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 9/1 831 831 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 10/1 28 28 0 28 0 0.0 0.0 - 0.0 2.6 0.0 0.0 0.0 11/1 527 527 77 450 0 1.9 0.8 - 2.7 18.8 16.2 0.8 17.0 C1 Stream: 1 PRC for Signalled Lanes (%): PRC Over All Lanes (%): -0.9 -0.9 Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 57.95 60.71 Cycle Time (s): 120 Full Input Data And Results Full Input Data And Results User and Project Details Project: ITB 6067 Winnersh Title: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) Location: File name: Loddon Bridge v2.lsg3x Author: AL Company: Address: Notes: Network Layout Diagram eading Rd (W) 1 2 3 Arm 8 13 - Arm W 5/1 wer 5/2 Ear 1 ley Wa 2 y (S - Lo ) Int wer ern Earle al yW 6/2 ay ( N) I 6/1 nter n al 1 14 / 2 1 - Lo yW ay ( S) E x it ay (S) yW Ear le w er - Lo 14 Arm Arm 6 Arm 5 1 2 3 4 er E arle ea di ng Rd 1 12 2/1 (E /2 )E 1 xit 2 Pe ds Ar m 1 2 3 1 -R 9/1 9/2 9/ 3 D Gyr 10 Arm 10/5 5 10/4 4 10/3 3 10/2 2 10/1 E ry N rato xit Pe ds 12 - Gy (W )E Ar m 9 Arm Rd 1 11 -R 1 ea 11 1/2 di /1 ng Loddon Bridge Gyratory Controller: 1&2 tory N Arm 7 - Gyratory SW 1 Ar m 7/3 7/2 7/1 2 - Gyra 1 2 3 4 5 3 2 1 (W )E xi t Low 15 -R ea 15 din / g 15 2 Rd /1 1/1 1/2 1/3 4 /1 4 /2 4 /3 4 /4 2 1 Arm 1 R 4- Ar m Arm A 8/1 8/2 8/3 8/4 8/5 13/ 1 13/ 1 2 Low 13/ we 2 3 Arm rE arle 3 2yW Low 4 ay er E (N) 2/4 3 arle Exit y Wa 2 /3 2 y (N 2/2 1 ) 2/1 B SE atory 2 1 Arm 3 3/2 3/1 16 -R ea d ing - Rea ding Rd Rd ( 16 /1 1 E) Ex it (E) C Full Input Data And Results C1 Phase Diagram C A B G D J E F I H K Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Pedestrian 1 5 5 C Traffic 2 7 7 D Pedestrian 2 5 5 E Pedestrian 2 5 5 F Traffic 2 7 7 G Traffic 3 7 7 H Traffic 3 7 7 I Traffic 3 7 7 J Traffic 3 7 7 K Traffic 3 7 7 Full Input Data And Results Phase Intergreens Matrix Starting Phase A B C D E F G H I J K - 6 - - - - - - - - - B 10 - - - - - - - - - - C - - - 6 - 6 - - - - - D - - 10 - - - - - - - - Terminating E Phase F - - - - - 10 - - - - - - - 6 - 6 - - - - - - G - - - - - - - - 8 6 - H - - - - - - - - - 8 - I - - - - - - 8 - - - - J - - - - - - 6 9 - - 8 K - - - - - - - - - 8 - A Phases in Stage Stream Stage No. Phases in Stage 1 1 A 1 2 B 2 1 CE 2 2 DF 3 1 IJ 3 2 GHK Stage Diagram Stage Stream: 1 1 Min >= 7 2 A Min >= 5 A B B Stage Stream: 2 1 Min >= 7 2 C D Min >= 7 C D F E F E Stage Stream: 3 1 Min >= 7 2 Min >= 7 G H K G J J I I H K Full Input Data And Results Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 2 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 3 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 From Stage 1 2 6 2 10 Stage Stream: 2 To Stage 1 From Stage 1 2 10 2 10 Stage Stream: 3 To Stage 1 From Stage 1 2 2 9 8 Full Input Data And Results C2 Phase Diagram E F N M Q P C D I K B L J O G A H Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Traffic 1 7 7 C Traffic 2 7 7 D Traffic 2 7 7 E Traffic 2 7 7 F Traffic 2 7 7 G Traffic 2 7 7 H Traffic 3 7 7 I Pedestrian 1 5 5 J Pedestrian 1 5 5 K Pedestrian 2 5 5 L Pedestrian 2 5 5 M Pedestrian 2 5 5 N Pedestrian 2 5 5 O Pedestrian 3 5 5 P Pedestrian 2 5 5 Q Pedestrian 2 5 5 Full Input Data And Results Phase Intergreens Matrix Starting Phase A B C D E F G H I A - 5 - - - - - - - 6 - - - - - - - B 5 - - - - - - - 6 - - - - - - - - C - - - - - - 9 - - - - - - 6 - - - D - - - - 7 9 6 - - - - - - - - - - E - - - 6 - - - - - - - 8 - - - - 6 F - - - 5 - - - - - - - - 6 - - - - G - - 6 6 - - - - - - 6 - - - - 8 - Terminating H Phase I - - - - - - - - - - - - - - 6 - - - 10 - - - - - - - - - - - - - - - J 10 - - - - - - - - - - - - - - - - K - - - - - - 8 - - - - - - - - - - L - - - - 8 - - - - - - - - - - - - M - - - - - 8 - - - - - - - - - - - N - - 9 - - - - - - - - - - - - - - O - - - - - - - 10 - - - - - - - - - P - - - - - - 8 - - - - - - - - - - Q - - - - 8 - - - - - - - - - - - - Phases in Stage Stream Stage No. Phases in Stage 1 1 AI 1 2 BJ 2 1 CDKLMPQ 2 2 EFGN 3 1 H 3 2 O Stage Diagram Stage Stream: 1 1 Min >= 7 2 Min >= 7 I I B B J J A A Stage Stream: 2 1 Min >= 7 2 Min >= 7 E F E F N N Q P C D M D K K L G Q P C L G M J K L M N O P Q Full Input Data And Results Stage Stream: 3 1 Min >= 7 2 O Min >= 5 O H H Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 2 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 3 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 From Stage 1 2 10 2 10 Stage Stream: 2 To Stage 1 From Stage 1 2 2 9 9 Stage Stream: 3 To Stage 1 From Stage 1 2 10 2 6 Full Input Data And Results Give-Way Lane Input Data Junction: Loddon Bridge Gyratory There are no Opposed Lanes in this Junction Full Input Data And Results Lane Input Data Junction: Loddon Bridge Gyratory Lane Lane Start End Phases Type Disp. Disp. Physical Length (PCU) Sat Flow Type Def User Lane Saturation Nearside Width Gradient Lane Flow (m) (PCU/Hr) Turns Turning Radius (m) 1/1 (Reading Rd (W)) U B 1 3 8.7 Geom - 4.00 0.00 Y Arm 8 Ahead 20.00 1/2 (Reading Rd (W)) U B 1 3 60.0 Geom - 4.00 0.00 N Arm 8 Ahead 23.00 1/3 (Reading Rd (W)) U B 1 3 60.0 Geom - 4.00 0.00 N Arm 8 Ahead 26.00 2/1 (Lower Earley Way (N)) U F 1 3 60.0 Geom - 3.70 0.00 Y Arm 12 Left 44.00 2/2 (Lower Earley Way (N)) U F 1 3 4.3 Geom - 3.70 0.00 N Arm 9 Ahead 47.00 2/3 (Lower Earley Way (N)) U E 1 3 60.0 Geom - 3.65 0.00 Y Arm 6 Ahead Inf 2/4 (Lower Earley Way (N)) U E 1 3 60.0 Geom - 3.65 0.00 N Arm 6 Ahead Inf 3/1 (Reading Rd (E)) U F 1 3 60.0 Geom - 3.90 0.00 Y Arm 10 Ahead 40.00 3/2 (Reading Rd (E)) U F 1 3 13.0 Geom - 3.90 0.00 N Arm 10 Ahead 43.00 4/1 (Lower Earley Way (S)) U H 1 3 60.0 Geom - 3.75 0.00 Y Arm 11 Left 40.00 4/2 (Lower Earley Way (S)) U H 1 3 2.4 Geom - 3.75 0.00 N Arm 7 Ahead 40.00 4/3 (Lower Earley Way (S)) U K 1 3 60.0 Geom - 3.75 0.00 Y Arm 5 Ahead Inf 4/4 (Lower Earley Way (S)) U K 1 3 4.7 Geom - 3.75 0.00 N Arm 5 Ahead Inf 5/1 (Lower Earley Way (S) Internal) U G 1 3 15.7 Geom - 3.65 0.00 Y Arm 13 Ahead Inf 5/2 (Lower Earley Way (S) Internal) U G 1 3 15.7 Geom - 3.65 0.00 N Arm 13 Ahead Inf 6/1 (Lower Earley Way (N) Internal) U G 1 3 18.1 Geom - 3.65 0.00 Y Arm 14 Ahead Inf Full Input Data And Results 6/2 (Lower Earley Way (N) Internal) U G 1 3 18.1 Geom - 3.65 0.00 N Arm 14 Ahead Inf 7/1 (Gyratory SW) U A 2 3 17.7 Geom - 3.90 0.00 Y Arm 8 Right 50.00 7/2 (Gyratory SW) U A 2 3 17.7 Geom - 3.90 0.00 N Arm 8 Right 47.00 7/3 (Gyratory SW) U A 2 3 15.0 Geom - 3.90 0.00 Y Arm 8 Right 44.00 8/1 (Gyratory NW) U C 1 3 9.2 Geom - 3.30 0.00 Y Arm 13 Left Inf 8/2 (Gyratory NW) U C 1 3 9.2 Geom - 3.30 0.00 N Arm 13 Left Inf 8/3 (Gyratory NW) U C 1 3 5.2 Geom - 3.30 0.00 N Arm 13 Left Inf 8/4 (Gyratory NW) U D 1 3 8.7 Geom - 4.00 0.00 Y Arm 12 Right 48.00 Arm 9 Right Inf Arm 12 Right 45.00 8/5 (Gyratory NW) U 9/1 (Gyratory NE) U C 1 3 14.6 Geom - 3.90 0.00 Y Arm 10 Right 50.00 9/2 (Gyratory NE) U C 1 3 14.6 Geom - 3.90 0.00 N Arm 10 Right 47.00 9/3 (Gyratory NE) U C 1 3 9.6 Geom - 3.90 0.00 N Arm 10 Right 44.00 10/1 (Gyratory SE) U I 1 3 14.8 Geom - 3.90 0.00 Y Arm 14 Left 57.00 10/2 (Gyratory SE) U I 1 3 14.8 Geom - 3.90 0.00 Y Arm 14 Left Inf 10/3 (Gyratory SE) U J 1 3 12.0 Geom - 3.90 0.00 Y Arm 11 Right 50.00 Arm 7 Right Inf Arm 11 Right Inf 10/4 (Gyratory SE) U D J 1 2 3 3 8.7 6.1 Geom Geom - - 4.00 3.90 0.00 0.00 N N 10/5 (Gyratory SE) U J 1 3 12.0 Geom - 3.90 0.00 N Arm 7 Right 44.00 11/1 (Reading Rd (W) Exit Peds) U H 1 3 17.7 Geom - 3.65 0.00 Y Arm 15 Ahead Inf 11/2 (Reading Rd (W) Exit Peds) U H 1 3 17.7 Geom - 3.65 0.00 N Arm 15 Ahead Inf 12/1 (Reading Rd (E) Exit Peds) U A 1 3 11.8 Geom - 3.65 0.00 Y Arm 16 Ahead 65.00 Full Input Data And Results 12/2 (Reading Rd (E) Exit Peds) U 13/1 (Lowwer Earley Way (N) Exit) 1 3 11.8 Geom - 3.65 0.00 N Arm 16 Ahead 68.00 U 1 3 60.0 Inf - - - - - - 13/2 (Lowwer Earley Way (N) Exit) U 1 3 60.0 Inf - - - - - - 13/3 (Lowwer Earley Way (N) Exit) U 1 3 60.0 Inf - - - - - - 14/1 (Lower Earley Way (S) Exit) U 1 3 60.0 User 2500 - - - - - 15/1 (Reading Rd (W) Exit) U 1 3 60.0 Inf - - - - - - 15/2 (Reading Rd (W) Exit) U 1 3 60.0 Inf - - - - - - 16/1 (Reading Rd (E) Exit) U 1 3 60.0 User 2500 - - - - - A Traffic Flow Groups Flow Group Start Time End Time Duration Formula 1: 'AM Peak 2026 WBC Scenario A' 08:00 09:00 01:00 3: 'Development traffic AM peak - 421dw' 08:00 09:00 01:00 8: 'AM Peak 2026 WBC Scenario A + 421dw Dev' 08:00 09:00 01:00 18: 'PM Peak 2026 WBC Scenario A' 17:00 18:00 01:00 20: 'Development traffic PM peak - 421dw' 17:00 18:00 01:00 25: 'PM Peak 2026 WBC Scenario A + 421dw Dev' 17:00 18:00 01:00 F1+F3 F18+F20 Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 510 609 320 1439 B 239 0 130 739 1108 C 469 746 0 106 1321 D 297 1442 210 0 1949 Tot. 1005 2698 949 1165 5817 Full Input Data And Results Traffic Lane Flows Lane Scenario 1: 1 Junction: Loddon Bridge Gyratory 1/1 (short) 412 1/2 (with short) 933(In) 521(Out) 1/3 506 2/1 130 2/2 (short) 239 2/3 (with short) 582(In) 343(Out) 2/4 396 3/1 (with short) 1321(In) 573(Out) 3/2 (short) 748 4/1 (with short) 507(In) 297(Out) 4/2 (short) 210 4/3 (with short) 1442(In) 696(Out) 4/4 (short) 746 5/1 696 5/2 746 6/1 343 6/2 396 7/1 291 7/2 599 7/3 66 8/1 703 8/2 (with short) 553(In) 277(Out) 8/3 (short) 276 8/4 567 8/5 572 9/1 151 9/2 169 9/3 239 10/1 218 10/2 208 10/3 650 10/4 (short) 349 10/5 (with short) 804(In) 455(Out) Full Input Data And Results 11/1 947 11/2 58 12/1 697 12/2 252 13/1 1051 13/2 625 13/3 1022 14/1 1165 15/1 947 15/2 58 16/1 949 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 55.9 % Arm 12 Right 45.00 44.1 % 2124 2124 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 83.4 % 2145 2145 Arm 11 Right Inf 16.6 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 2: '3' (FG8: 'AM Peak 2026 WBC Scenario A + 421dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 510 621 320 1451 B 239 0 163 739 1141 C 502 839 0 107 1448 D 297 1442 210 0 1949 Tot. 1038 2791 994 1166 5989 Full Input Data And Results Traffic Lane Flows Lane Scenario 2: 3 Junction: Loddon Bridge Gyratory 1/1 (short) 392 1/2 (with short) 923(In) 531(Out) 1/3 528 2/1 163 2/2 (short) 239 2/3 (with short) 582(In) 343(Out) 2/4 396 3/1 (with short) 1448(In) 605(Out) 3/2 (short) 843 4/1 (with short) 507(In) 297(Out) 4/2 (short) 210 4/3 (with short) 1442(In) 696(Out) 4/4 (short) 746 5/1 696 5/2 746 6/1 343 6/2 396 7/1 267 7/2 679 7/3 103 8/1 659 8/2 (with short) 690(In) 345(Out) 8/3 (short) 345 8/4 520 8/5 631 9/1 148 9/2 172 9/3 239 10/1 214 10/2 213 10/3 666 10/4 (short) 342 10/5 (with short) 914(In) 572(Out) Full Input Data And Results 11/1 963 11/2 75 12/1 683 12/2 311 13/1 1007 13/2 693 13/3 1091 14/1 1166 15/1 963 15/2 75 16/1 994 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 50.7 % Arm 12 Right 45.00 49.3 % 2120 2120 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 78.1 % 2145 2145 Arm 11 Right Inf 21.9 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 3: '13' (FG18: 'PM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 272 501 118 891 B 389 0 476 1488 2353 C 532 211 0 161 904 D 287 1025 200 0 1512 Tot. 1208 1508 1177 1767 5660 Full Input Data And Results Traffic Lane Flows Lane Scenario 3: 13 Junction: Loddon Bridge Gyratory 1/1 (short) 236 1/2 (with short) 586(In) 350(Out) 1/3 305 2/1 476 2/2 (short) 389 2/3 (with short) 1013(In) 624(Out) 2/4 864 3/1 (with short) 904(In) 373(Out) 3/2 (short) 531 4/1 (with short) 487(In) 287(Out) 4/2 (short) 200 4/3 (with short) 1025(In) 496(Out) 4/4 (short) 529 5/1 496 5/2 529 6/1 624 6/2 864 7/1 68 7/2 190 7/3 153 8/1 304 8/2 (with short) 179(In) 89(Out) 8/3 (short) 90 8/4 361 8/5 458 9/1 49 9/2 69 9/3 389 10/1 145 10/2 134 10/3 500 10/4 (short) 489 10/5 (with short) 632(In) 143(Out) Full Input Data And Results 11/1 787 11/2 421 12/1 837 12/2 340 13/1 552 13/2 337 13/3 619 14/1 1767 15/1 787 15/2 421 16/1 1177 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 25.8 % Arm 12 Right 45.00 74.2 % 2103 2103 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 13.9 % 2145 2145 Arm 11 Right Inf 86.1 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 4: '15' (FG25: 'PM Peak 2026 WBC Scenario A + 421dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 272 532 118 922 B 389 0 565 1488 2442 C 549 259 0 162 970 D 287 1025 201 0 1513 Tot. 1225 1556 1298 1768 5847 Full Input Data And Results Traffic Lane Flows Lane Scenario 4: 15 Junction: Loddon Bridge Gyratory 1/1 (short) 248 1/2 (with short) 604(In) 356(Out) 1/3 318 2/1 565 2/2 (short) 389 2/3 (with short) 1016(In) 627(Out) 2/4 861 3/1 (with short) 970(In) 415(Out) 3/2 (short) 555 4/1 (with short) 488(In) 287(Out) 4/2 (short) 201 4/3 (with short) 1025(In) 496(Out) 4/4 (short) 529 5/1 496 5/2 529 6/1 627 6/2 861 7/1 85 7/2 207 7/3 168 8/1 333 8/2 (with short) 198(In) 99(Out) 8/3 (short) 99 8/4 365 8/5 486 9/1 48 9/2 70 9/3 389 10/1 144 10/2 136 10/3 536 10/4 (short) 487 10/5 (with short) 661(In) 174(Out) Full Input Data And Results 11/1 823 11/2 402 12/1 930 12/2 368 13/1 581 13/2 347 13/3 628 14/1 1768 15/1 823 15/2 402 16/1 1298 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 24.3 % Arm 12 Right 45.00 75.7 % 2102 2102 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 17.5 % 2145 2145 Arm 11 Right Inf 82.5 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 1: '1' (FG1: 'AM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 21s 10 19s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 20s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 43 32 Stage Stream: 2 Stage 1 2 Duration 21 19 Change Point 3 34 Stage Stream: 3 Stage 1 2 Duration 20 23 Change Point 37 5 23s Full Input Data And Results Signal Timings Diagram 0 10 20 30 40 32 2 6:5 10 : 39 50 60 43 1 A B A B 3 1 Phases C E 10 : 21 10 : 19 D D F F 5 2 H 34 2 37 1 9 : 23 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 27s J 10 13s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 19s 9 G 23s E 8 : 20 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 27 13 Change Point 3 40 Stage Stream: 2 Stage 1 2 Duration 19 23 Change Point 38 6 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 45 34 Full Input Data And Results Signal Timings Diagram 0 10 3 1 20 30 40 50 40 2 10 : 27 60 10 : 13 A B I J A B I J Phases 6 2 38 1 9 : 23 9 : 19 C D E F G K L M N P Q C D E F G K L M N P Q 34 2 6:5 10 : 39 45 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows 2400 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 ea din g Rd 5 94 8 7 94.3% 50.1% Arm (W )E xi t 6.2 3.8 11 -R 94 58 7 2400 Lane 11/1 Flows 2400 0 2400 2400 0 0 0 Lane 5/1 Flows Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 297 210 5 4. 7% 696 4 .8 746 1 22 .3 % 1 Arm 159 42 . 4 Low 3 er E arle Arm 4 yW 14 ay - Lo (S) w er 1 Ear ley 7. 0 Wa y (S 4 6. ) Ex 6% it 116 5 0 D Lane 6/2 Flows 2400 2400 0 0 2400 0 2400 0 0 Lane 9/3 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 Ar m 0 6 25 97 2 12 -R ea d 5 17 2.7 .8 % % in g Rd 0 0. . 7 (E 1 )E 1 xit 2 Pe ds Lane 16/1 Flows 2800 Ar m 1 2 3 Lane 8/4 Flows 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 2 .3 2.6 % 18.6 0. 6 % 19.5 % 27.7 E ry N rato - Gy PRC: -35.9 % Total Traffic Delay: 207.1 pcuHr Controller: 1&2 Pe ds 0 2400 9 Arm Loddon Bridge Gyratory 66 599 291 Rd 4 (W 70 .0% )E .0 xit % 6.8% 57.6% 29.9% ea di ng 0 2.9 72.5% 1.6 67.3% NW ry to ra y 8-G 1 51 16 9 239 m 0 1. .0 6 Arm 7 - Gyratory SW 2 0.1 8.9 4.7 Ar 1 2400 1 2 3 4 5 3 2 1 0. 0. 0% 0% Rd (W) 0 703 277 276 567 572 1 2 3 13.3 11.3 Arm 1 Readin g 0 Lane 2/3 + 2/2 Flows 4000 4000 2400 2 1 0. 0. 0 0 -R 92.0% 87.7% 0 2.3 wer 2.5 1 Ear ley Wa 2 y (S - Lo ) In wer t ern Ear al ley W 1.4 ay ( N) I 1. 2 43. 1 nt er n al 40.0 % 39 6 % 3 43 1 15 0 2400 Arm 6 Ar m 2 2400 2400 69.0 69.0 % % 412 521 506 0 Lane 10/1 Flows - Lo 0 2400 2400 Lane 9/1 Flows Arm 5 2400 A 0 988 562 0.0 % 886 0.0 0 .0 % 13 0.0 0.0 - Lo % 1 ww 0.0 2 e rE Arm arle 3 2yW Low 4 ay er E (N) 4.9 3 arle Exi yW t 4 .5 2 43. ay 1 ( N) 1 54. % 5 3 % 1 .4 96 343 16. 3% 239 130 0 Arm 0 569 610 0 SE tory Gyra 10 455 Arm % 349 75.5 .8 1 650 5 % .0 208 91 4 6.2 8.3% 218 2 3 % .9 2 30.4 2 2.7 2 1 Arm 3 20.7 94 9 16 2800 0 38 .0% -R ea din gR - Rea ding Rd 0 0 .3 d( 1 E) Ex it (E) 95.9% C 748 573 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 5000 2400 5000 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 122.3% Loddon Bridge Gyratory - - N/A - - - - - - - - 122.3% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 933 2023:1874 1014 92.0% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 506 2037 577 87.7% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 23 - 130 1920 800 16.3% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 24:23 - 582 1980:2059 1068 54.5% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 24 - 396 2120 919 43.1% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 19 - 1321 1933:2073 1378 95.9% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 23 - 507 1918:2053 927 54.7% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 24 - 1442 1990:2130 1179 122.3% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 23 - 696 1980 825 69.0% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 23 - 746 2120 883 69.0% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 24 - 343 1980 858 40.0% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 24 - 396 2120 919 43.1% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 291 1947 973 29.9% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 599 2079 1040 57.6% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 66 1939 969 6.8% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 19 - 703 1945 746 94.3% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 19 - 553 2085:2085 1103 50.1% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 22 - 567 1954 782 72.5% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 22 - 572 2124 850 67.3% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 151 1947 811 18.6% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 169 2079 866 19.5% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 239 2074 864 27.7% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 20 - 218 1954 716 30.4% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 20 - 208 2005 735 28.3% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 20 - 650 1947 714 91.0% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 20 - 804 2074:2145 1065 75.5% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 947 1980 1353 70.0% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 58 2120 1449 4.0% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 697 1935 1322 52.7% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 252 2074 1417 17.8% Full Input Data And Results 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1051 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 625 Inf Inf 0.0% 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1022 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1165 2500 2500 46.6% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 947 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 58 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 949 2500 2500 38.0% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 53.2 153.9 0.0 207.1 - - - - Loddon Bridge Gyratory - - 0 0 0 53.2 153.9 0.0 207.1 - - - - 1/2+1/1 933 933 - - - 5.3 5.1 - 10.4 40.0 8.2 5.1 13.3 1/3 506 506 - - - 2.9 3.3 - 6.1 43.7 8.0 3.3 11.3 2/1 130 130 - - - 0.4 0.1 - 0.5 13.7 1.3 0.1 1.4 2/3+2/2 582 582 - - - 1.9 0.6 - 2.5 15.3 3.9 0.6 4.5 2/4 396 396 - - - 1.3 0.4 - 1.7 15.3 4.5 0.4 4.9 3/1+3/2 1321 1321 - - - 6.3 8.9 - 15.2 41.4 11.8 8.9 20.7 4/1+4/2 507 507 - - - 1.7 0.6 - 2.3 16.3 4.2 0.6 4.8 4/3+4/4 1442 1179 - - - 12.9 134.2 - 147.1 367.4 25.2 134.2 159.4 5/1 569 569 - - - 1.3 0.0 - 1.3 8.0 2.3 0.0 2.3 5/2 610 610 - - - 1.4 0.0 - 1.4 8.0 2.5 0.0 2.5 6/1 343 343 - - - 0.6 0.0 - 0.6 6.0 1.2 0.0 1.2 6/2 396 396 - - - 0.7 0.0 - 0.7 6.0 1.4 0.0 1.4 7/1 291 291 - - - 0.8 0.0 - 0.8 9.7 4.7 0.0 4.7 7/2 599 599 - - - 1.7 0.0 - 1.7 10.2 8.9 0.0 8.9 7/3 66 66 - - - 0.1 0.0 - 0.1 2.9 0.1 0.0 0.1 8/1 703 703 - - - 2.6 0.0 - 2.6 13.3 6.2 0.0 6.2 8/2+8/3 553 553 - - - 3.1 0.0 - 3.1 20.1 3.8 0.0 3.8 8/4 567 567 - - - 0.9 0.0 - 0.9 5.6 2.9 0.0 2.9 8/5 572 572 - - - 0.6 0.0 - 0.6 3.7 1.6 0.0 1.6 9/1 151 151 - - - 0.3 0.0 - 0.3 6.2 2.3 0.0 2.3 9/2 169 169 - - - 0.3 0.0 - 0.3 6.3 2.6 0.0 2.6 9/3 239 239 - - - 0.3 0.0 - 0.3 4.8 0.6 0.0 0.6 Full Input Data And Results 10/1 218 218 - - - 1.2 0.0 - 1.2 19.3 2.7 0.0 2.7 10/2 208 208 - - - 1.3 0.0 - 1.3 21.9 2.9 0.0 2.9 10/3 650 650 - - - 1.7 0.0 - 1.7 9.3 6.2 0.0 6.2 10/5+10/4 804 804 - - - 1.5 0.0 - 1.5 6.7 1.8 0.0 1.8 11/1 947 947 - - - 0.3 0.0 - 0.3 1.1 1.6 0.0 1.6 11/2 58 58 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 697 697 - - - 0.1 0.0 - 0.1 0.6 0.7 0.0 0.7 12/2 252 252 - - - 0.0 0.0 - 0.0 0.0 0.1 0.0 0.1 13/1 988 988 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 562 562 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 886 886 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1165 1165 - - - 0.1 0.4 - 0.6 1.7 6.5 0.4 7.0 15/1 947 947 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 58 58 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 949 949 - - - 0.0 0.3 - 0.3 1.2 0.0 0.3 0.3 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 70.7 -6.6 -35.9 -2.2 -4.8 28.6 -35.9 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.12 16.06 156.28 19.04 14.43 0.29 207.08 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 2: '3' (FG8: 'AM Peak 2026 WBC Scenario A + 421dw Dev', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 17s 10 23s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 20s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 43 32 Stage Stream: 2 Stage 1 2 Duration 17 23 Change Point 8 35 Stage Stream: 3 Stage 1 2 Duration 20 23 Change Point 37 5 23s Full Input Data And Results Signal Timings Diagram 0 10 20 30 40 32 2 6:5 10 : 39 50 60 43 1 A B A B 8 1 Phases C E 10 : 17 10 : 23 D D F F 5 2 H 35 2 37 1 9 : 23 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 27s J 10 13s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 18s 9 G 24s E 8 : 20 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 27 13 Change Point 3 40 Stage Stream: 2 Stage 1 2 Duration 18 24 Change Point 38 5 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 45 34 Full Input Data And Results Signal Timings Diagram 0 10 3 1 20 30 40 50 40 2 10 : 27 60 10 : 13 A B I J A B I J Phases 5 2 38 1 9 : 24 9 : 18 C D E F G K L M N P Q C D E F G K L M N P Q 34 2 6:5 10 : 39 45 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 Ar m 2 1 15 0. 0. 0 0 -R 0 93.5% 91.5% i ng Rd 7 96 5 3 0 )E xit 0 0 0 Lane 5/1 Flows Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 D 0 Lane 6/2 Flows 0 0 Lane 9/3 Flows 2400 2400 0 0 2400 0 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 ry NW 29 7 210 54. 7% 696 4 .8 746 122 .3 % 1 Arm 159 42 .4 Low 3 er E a rl e Arm 4 yW 14 ay - Lo (S) w er 1 Ear ley 6 .8 Wa y (S 4 6. ) Ex 6% it 11 6 6 0 2400 2400 0 2400 0 Ar m 0 6 31 83 1 12 -R ea d 5 2 1 1 .7 .9 % % in g Rd 0 0 . .8 (E 1 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 2400 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 2.4 2.8 % 21.7 0. 6 % 2 3. 6 % 32. 9 E ry N rato - Gy s Lane 8/4 Flows Lane 11/1 Flows yrato 8-G Lane 2/3 + 2/2 Flows 4000 4000 2400 2400 9 Arm 96 75 3 Pe d 103 679 267 PRC: -35.9 % Total Traffic Delay: 217.4 pcuHr Controller: 1&2 10.6% 65.3% 27.4% ea di ng Rd 5. (W 71 2% )E .2 xit % Loddon Bridge Gyratory 0 2.7 2.8 69.4% 77.6% 1 2 3 4 5 148 172 23 9 -R Arm 7 - Gyratory SW 11 0 1. . 0 6 0.2 10.8 4.3 Ar m 2 2400 5.5 4.9 92.4% 64.6% Arm (W 1 2400 0 659 345 345 520 631 1 2 3 Rd (W) 2400 3 2 1 0. 0. 0% 0% 0 14.6 13.0 Arm 1 Readin g ea d 2400 2400 66.3 66.4 % % 2.3 wer 2.5 Ear 1 ley Arm W 2 ay ( 6-L S ) In ow e tern r Ea 2 al rley 1.3 Way 1 (N) 1.2 Inte 43. 1 rnal 40. 0 % 396 % 343 392 531 528 0 Lane 10/1 Flows - Lo 0 2400 2400 Lane 9/1 Flows Arm 5 2400 A 0 944 630 0. 0 % 9 0. 0 55 Arm 0.0 % 13 0. 0 0.0 - Lo % 1 ww 0. 0 2 er E Arm a r 3 2ley Low Wa 4 y (N er E 4.8 3 arle )E xit yW 4.3 2 41. ay 5 (N) 1 52. % 8% 396 1 .8 343 19. 6% 239 163 0 569 610 0 E ry S rato - Gy 0 1 572 Arm % 342 91.2 0 . 3 666 5 % .3 213 93 4 % 0 . 6.8 9 214 2 3 % 3.0 29.9 2 .7 2 2 1 99 4 2800 0 0 39 .8% Re ad 1.8 ing Rd (E 1 )E Arm xit 3-R eadin g Rd (E) 27.0 98.2% 843 605 16 - C 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 5000 2400 5000 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 122.3% Loddon Bridge Gyratory - - N/A - - - - - - - - 122.3% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 923 2023:1874 987 93.5% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 528 2037 577 91.5% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 24 - 163 1920 832 19.6% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 25:24 - 582 1980:2059 1101 52.8% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 25 - 396 2120 954 41.5% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 23 - 1448 1933:2073 1474 98.2% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 23 - 507 1918:2053 927 54.7% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 24 - 1442 1990:2130 1179 122.3% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 24 - 696 1980 858 66.3% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 24 - 746 2120 919 66.4% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 24 - 343 1980 858 40.0% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 24 - 396 2120 919 43.1% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 267 1947 973 27.4% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 679 2079 1040 65.3% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 103 1939 969 10.6% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 18 - 659 1945 713 92.4% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 18 - 690 2085:2085 1069 64.6% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 21 - 520 1954 749 69.4% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 21 - 631 2120 813 77.6% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 17 - 148 1947 681 21.7% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 17 - 172 2079 728 23.6% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 17 - 239 2074 726 32.9% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 20 - 214 1954 716 29.9% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 20 - 213 2005 735 29.0% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 20 - 666 1947 714 93.3% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 20 - 914 2074:2145 1003 91.2% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 963 1980 1353 71.2% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 75 2120 1449 5.2% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 683 1935 1322 51.7% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 311 2074 1417 21.9% Full Input Data And Results 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1007 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 693 Inf Inf 0.0% 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1091 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1166 2500 2500 46.6% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 963 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 75 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 994 2500 2500 39.8% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 56.6 160.8 0.0 217.4 - - - - Loddon Bridge Gyratory - - 0 0 0 56.6 160.8 0.0 217.4 - - - - 1/2+1/1 923 923 - - - 5.2 6.1 - 11.3 44.0 8.6 6.1 14.6 1/3 528 528 - - - 3.1 4.5 - 7.6 51.7 8.5 4.5 13.0 2/1 163 163 - - - 0.5 0.1 - 0.6 13.2 1.7 0.1 1.8 2/3+2/2 582 582 - - - 1.8 0.6 - 2.3 14.4 3.7 0.6 4.3 2/4 396 396 - - - 1.2 0.4 - 1.6 14.4 4.4 0.4 4.8 3/1+3/2 1448 1448 - - - 5.8 13.6 - 19.4 48.3 13.4 13.6 27.0 4/1+4/2 507 507 - - - 1.7 0.6 - 2.3 16.3 4.2 0.6 4.8 4/3+4/4 1442 1179 - - - 12.9 134.2 - 147.1 367.4 25.2 134.2 159.4 5/1 569 569 - - - 1.2 0.0 - 1.2 7.8 2.3 0.0 2.3 5/2 610 610 - - - 1.3 0.0 - 1.3 7.8 2.5 0.0 2.5 6/1 343 343 - - - 0.6 0.0 - 0.6 5.9 1.2 0.0 1.2 6/2 396 396 - - - 0.7 0.0 - 0.7 5.9 1.3 0.0 1.3 7/1 267 267 - - - 0.8 0.0 - 0.8 10.3 4.3 0.0 4.3 7/2 679 679 - - - 2.5 0.0 - 2.5 13.2 10.8 0.0 10.8 7/3 103 103 - - - 0.1 0.0 - 0.1 2.9 0.2 0.0 0.2 8/1 659 659 - - - 2.4 0.0 - 2.4 13.3 5.5 0.0 5.5 8/2+8/3 690 690 - - - 3.9 0.0 - 3.9 20.2 4.9 0.0 4.9 8/4 520 520 - - - 0.9 0.0 - 0.9 6.5 2.7 0.0 2.7 8/5 631 631 - - - 1.1 0.0 - 1.1 6.3 2.8 0.0 2.8 9/1 148 148 - - - 0.5 0.0 - 0.5 12.0 2.4 0.0 2.4 9/2 172 172 - - - 0.6 0.0 - 0.6 12.2 2.8 0.0 2.8 9/3 239 239 - - - 0.3 0.0 - 0.3 4.9 0.6 0.0 0.6 Full Input Data And Results 10/1 214 214 - - - 1.0 0.0 - 1.0 16.8 2.7 0.0 2.7 10/2 213 213 - - - 1.1 0.0 - 1.1 18.5 3.0 0.0 3.0 10/3 666 666 - - - 2.0 0.0 - 2.0 11.0 6.8 0.0 6.8 10/5+10/4 914 914 - - - 2.9 0.0 - 2.9 11.3 3.0 0.0 3.0 11/1 963 963 - - - 0.3 0.0 - 0.3 1.1 1.6 0.0 1.6 11/2 75 75 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 683 683 - - - 0.2 0.0 - 0.2 0.8 0.8 0.0 0.8 12/2 311 311 - - - 0.0 0.0 - 0.0 0.0 0.1 0.0 0.1 13/1 944 944 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 630 630 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 955 955 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1166 1166 - - - 0.1 0.4 - 0.5 1.7 6.4 0.4 6.8 15/1 963 963 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 75 75 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 994 994 - - - 0.0 0.3 - 0.3 1.2 1.5 0.3 1.8 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 74.2 -9.2 -35.9 -3.9 -2.7 26.4 -35.9 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.15 20.83 157.66 22.21 15.41 0.29 217.44 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 3: '13' (FG18: 'PM Peak 2026 WBC Scenario A', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 21s 10 19s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 16s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 31 20 Stage Stream: 2 Stage 1 2 Duration 21 19 Change Point 0 31 Stage Stream: 3 Stage 1 2 Duration 16 27 Change Point 32 56 27s Full Input Data And Results Signal Timings Diagram 0 10 20 20 2 6:5 30 40 50 31 1 60 10 : 39 A B A B 0 1 Phases C E 31 2 10 : 21 D D F F 32 1 9 : 27 H 10 : 19 8 : 16 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 31s J 10 9s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 15s 9 G 27s E 56 2 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 31 9 Change Point 47 28 Stage Stream: 2 Stage 1 2 Duration 15 27 Change Point 27 51 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 39 28 Full Input Data And Results Signal Timings Diagram 0 10 20 30 28 2 10 : 31 40 10 : 9 50 60 47 1 A B I J A B I J 27 1 Phases 9 : 27 9 : 15 51 2 C D E F G K L M N P Q C D E F G K L M N P Q 28 2 6:5 10 : 39 39 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows Lane 2/3 + 2/2 Flows 2400 4000 4000 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 Ar m 2 1 15 0 79.9% 69.1% -R 0 -R 4 78 21 7 2400 0 0 0 Lane 5/1 Flows Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 287 200 46. 1% 496 3 .6 529 77. 8% 1 Arm 9 .6 42 Low 3 er E arle Arm 4 yW 14 ay - Lo (S) we r 1 Ear l ey 24. Wa 1 7 y (S 0 .7 ) Ex % it 1 76 7 0 2400 2400 Lane 9/3 Flows 2400 2400 0 0 D 2400 0 2400 0 0 Lane 6/2 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 Ar m 0 8 34 37 0 12 -R 6 2 4 3 .3 .0 % ea % di ng Rd 2 0. .8 (E 0 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 Lane 8/4 Flows 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 0. 8 1. 1 6. 0% 2.9 8. 0% % 4 5. 0 E ry N rato - Gy PRC: 2.3 % Total Traffic Delay: 48.7 pcuHr Controller: 1&2 Pe ds 153 190 68 (W )E xit 0 2400 9 Arm Rd 13.9% 16.1% 6.2% ea di ng 2 58 9.1% .2 % Loddon Bridge Gyratory Lane 11/1 Flows 1 2 3 4 5 49 69 38 9 11 0 1. .0 3 2400 49.4% 18.6% 1.2 1.2 0 1.0 55.4% 2.7 65.3% W tory N - Gyra Arm 8 Arm 7 - Gyratory SW 2 0 0 304 89 90 361 458 1 2 3 0.6 0.8 0.3 Ar m 1 2400 2400 3 2 1 ea 0. din g 0. 0 Rd 0 0. 0 (W 0. % )E 0% 42 xit 78 1 7 0 7.4 5.8 Arm 1 Reading Rd (W) Lane 10/1 Flows 2400 2400 51.8 51.6 % % 2.1 wer 2.2 1 Ear l e yW Arm 2 ay ( 6-L S owe ) In tern r Ea 2 al rley 1.5 Wa y 1 (N) 1. 1 Inte 81.5 r nal 63. 0 % 864 % 624 236 350 305 0 Lane 9/1 Flows - Lo 0 2400 2400 Arm 5 2400 A 0 5 52 337 0. 0 % 6 19 0. 0 Arm 0.0 % 13 0. 0 0.0 - Lo % 1 ww 0 . 2 er E 0 Arm arle 3 2yW Low 4 ay er E (N) 14. 3 arle Exi 2 y t Wa 14. 2 8 1.5 y (N 0 1 ) 85. % 7 8 % 5.9 64 624 51. 3% 389 476 0 496 529 0 E ry S rato - Gy 0 1 43 1 Arm % 489 8 8 .0 .3 3 500 5 % 134 85.6 4 % 3 . 7 .1 2 145 2 3 % 1.4 24.7 2 1.2 2 1 Arm 3 11 16 77 -R 0 47 ea d - Rea ding 8.3 2800 0 .1% i ng Rd ( Rd (E 68.1% 3.3 1 E) Ex it ) C 531 373 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 2400 2800 2800 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 88.0% Loddon Bridge Gyratory - - N/A - - - - - - - - 88.0% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 586 2023:1874 734 79.9% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 305 2037 441 69.1% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 27 - 476 1920 928 51.3% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 28:27 - 1013 1980:2059 1182 85.7% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 28 - 864 2120 1060 81.5% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 19 - 904 1933:2073 1328 68.1% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 27 - 487 1918:2053 1056 46.1% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 28 - 1025 1990:2130 1318 77.8% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 496 1980 957 51.8% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 529 2120 1025 51.6% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 28 - 624 1980 990 63.0% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 28 - 864 2120 1060 81.5% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 68 1947 1103 6.2% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 190 2079 1178 16.1% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 153 1939 1099 13.9% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 304 1945 616 49.4% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 179 2085:2085 964 18.6% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 18 - 361 1954 651 55.4% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 18 - 458 2103 701 65.3% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 49 1947 811 6.0% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 69 2079 866 8.0% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 389 2074 864 45.0% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 16 - 145 1954 586 24.7% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 16 - 134 2005 601 22.3% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 16 - 500 1947 584 85.6% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 16 - 632 2074:2145 719 88.0% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 787 1980 1353 58.2% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 421 2120 1449 29.1% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 837 1935 1322 63.3% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 340 2074 1417 24.0% 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 552 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 337 Inf Inf 0.0% Full Input Data And Results 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 619 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1767 2500 2500 70.7% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 787 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 421 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 1177 2500 2500 47.1% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 35.2 13.5 0.0 48.7 - - - - Loddon Bridge Gyratory - - 0 0 0 35.2 13.5 0.0 48.7 - - - - 1/2+1/1 586 586 - - - 3.5 1.9 - 5.5 33.6 5.4 1.9 7.4 1/3 305 305 - - - 1.8 1.1 - 2.9 34.7 4.7 1.1 5.8 2/1 476 476 - - - 1.4 0.5 - 1.9 14.6 5.4 0.5 5.9 2/3+2/2 1013 1013 - - - 3.2 2.9 - 6.1 21.7 11.1 2.9 14.0 2/4 864 864 - - - 3.0 2.2 - 5.2 21.6 12.0 2.2 14.2 3/1+3/2 904 904 - - - 3.7 1.1 - 4.8 19.1 7.2 1.1 8.3 4/1+4/2 487 487 - - - 1.3 0.4 - 1.7 12.4 3.2 0.4 3.6 4/3+4/4 1025 1025 - - - 2.9 1.7 - 4.6 16.2 7.8 1.7 9.6 5/1 496 496 - - - 0.9 0.0 - 0.9 6.4 2.1 0.0 2.1 5/2 529 529 - - - 0.9 0.0 - 0.9 6.4 2.2 0.0 2.2 6/1 624 624 - - - 0.5 0.0 - 0.5 2.8 1.1 0.0 1.1 6/2 864 864 - - - 0.7 0.0 - 0.7 2.9 1.5 0.0 1.5 7/1 68 68 - - - 0.0 0.0 - 0.0 0.9 0.3 0.0 0.3 7/2 190 190 - - - 0.1 0.0 - 0.1 2.1 0.8 0.0 0.8 7/3 153 153 - - - 0.2 0.0 - 0.2 4.4 0.6 0.0 0.6 8/1 304 304 - - - 0.6 0.0 - 0.6 7.2 1.2 0.0 1.2 8/2+8/3 179 179 - - - 1.1 0.0 - 1.1 22.7 1.2 0.0 1.2 8/4 361 361 - - - 0.3 0.0 - 0.3 3.5 1.0 0.0 1.0 8/5 458 458 - - - 0.8 0.0 - 0.8 6.5 2.7 0.0 2.7 9/1 49 49 - - - 0.2 0.0 - 0.2 15.4 0.8 0.0 0.8 9/2 69 69 - - - 0.3 0.0 - 0.3 15.6 1.1 0.0 1.1 9/3 389 389 - - - 0.2 0.0 - 0.2 2.1 2.9 0.0 2.9 Full Input Data And Results 10/1 145 145 - - - 0.6 0.0 - 0.6 13.8 1.2 0.0 1.2 10/2 134 134 - - - 0.6 0.0 - 0.6 16.6 1.4 0.0 1.4 10/3 500 500 - - - 2.3 0.0 - 2.3 16.6 7.1 0.0 7.1 10/5+10/4 632 632 - - - 1.8 0.0 - 1.8 10.3 3.3 0.0 3.3 11/1 787 787 - - - 0.3 0.0 - 0.3 1.2 1.3 0.0 1.3 11/2 421 421 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 837 837 - - - 0.5 0.0 - 0.5 2.1 2.8 0.0 2.8 12/2 340 340 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/1 552 552 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 337 337 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 619 619 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1767 1767 - - - 1.3 1.2 - 2.5 5.1 22.9 1.2 24.1 15/1 787 787 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 421 421 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 1177 1177 - - - 0.0 0.4 - 0.5 1.4 2.8 0.4 3.3 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 42.2 32.2 2.3 12.7 5.0 54.7 2.3 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.50 5.52 12.75 8.73 17.97 0.26 48.68 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 4: '15' (FG25: 'PM Peak 2026 WBC Scenario A + 421dw Dev', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 21s 10 19s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 16s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 31 20 Stage Stream: 2 Stage 1 2 Duration 21 19 Change Point 0 31 Stage Stream: 3 Stage 1 2 Duration 16 27 Change Point 33 57 27s Full Input Data And Results Signal Timings Diagram 0 10 20 20 2 6:5 30 40 50 31 1 60 10 : 39 A B A B 0 1 Phases C E 31 2 10 : 21 D D F F 33 1 9 : 27 H 10 : 19 8 : 16 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 31s J 10 9s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 15s 9 G 27s E 57 2 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 31 9 Change Point 47 28 Stage Stream: 2 Stage 1 2 Duration 15 27 Change Point 27 51 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 39 28 Full Input Data And Results Signal Timings Diagram 0 10 20 30 28 2 10 : 31 40 10 : 9 50 60 47 1 A B I J A B I J 27 1 Phases 9 : 27 9 : 15 51 2 C D E F G K L M N P Q C D E F G K L M N P Q 28 2 6:5 10 : 39 39 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 2 1 15 0. 0. 0 0 -R Arm 1 Readin g Rd ea din g 0 1 2 3 4 5 1.5 54.1% 1.5 333 20.5% 99 0.8 99 56.0% 3.0 365 % 69.4 W 486 tory N - Gyra Arm 8 1 2 3 7.7 6.1 (W) Rd (W )E 40 xit 2 82 3 0 -R 60 .7% .8 % (W PRC: -2.0 % Total Traffic Delay: 51.2 pcuHr Controller: 1&2 )E xit s Lane 8/4 Flows 2400 2400 Lane 11/1 Flows 2400 0 2400 2400 0 0 0 Lane 5/1 Flows Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 287 201 46. 2% 496 3.6 529 77. 8% 1 Arm 9.6 42 Low 3 er E a r le Arm 4 yW 14 ay - Lo (S) wer 1 Ear ley 24 . Wa 3 y (S 70 . ) Ex 7% it 176 8 0 D 0 Lane 9/3 Flows 2400 2400 0 0 2400 0 2400 0 0 Lane 6/2 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 9 36 30 8 12 -R 7 26 0.3 .0 % ea % di ng R 3 d 0. .2 (E 0 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 Arm 4 82 02 3 Pe d 168 207 85 Loddon Bridge Gyratory Rd Ar m 0 .8 1 .2 5 .9 % 2 .9 8. 1% % 4 5 .0 E ry N rato - Gy in g 0 0 9 Arm 27 15.3% 17.6% 7.7% ea d 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 48 70 3 89 11 0. 1. 0 3 Arm 7 - Gyratory SW 2 1 0.7 0.8 0.3 Ar m Lane 2/3 + 2/2 Flows 4000 4000 2400 2400 3 2 1 0. 0. 0% 0% 0 2400 2 .2 2.4 1 Ear l e yW Ar m 2 ay ( 6-L S owe ) In tern r Ea 2 al rley 1 .2 Way 1 (N) 0 .9 In te 8 1 .2 rnal 6 3 .3 % 861 % 6 27 Ar m 0 81.2% 72.1% Lane 10/1 Flows 2400 2400 Low er 248 356 318 0 Lane 9/1 Flows 51.8 51.6 % % 0 2400 2400 5- 2400 A 0 581 347 0 .0 % 6 0 .0 2 Arm 8 0 .0 % 13 0 .0 0 .0 - Lo % 1 ww 0 .0 2 er E Arm a r 3 2ley Low Wa 4 er E y (N 1 4. 3 arle )E 1 xit yW 1 4. 2 8 1. ay 4 2 (N) 1 8 6. % 0% 86 1 7 .5 6 27 60 . 9% 3 89 5 65 0 496 529 0 SE tory Gyra 0 1 174 Arm % 487 89.1 3.5 536 5 % 136 91.8 4 % 2 8. 144 22.6 3 % 4 . 6 1 24. 2 1 . 1 2 1 Arm 3 12 16 98 -R 8.9 0 51 ea d - Rea ding 2800 0 .9% ing Rd 4 .7 (E 1 )E xit Rd (E ) 71.2% C 555 415 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 2400 3000 3000 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 91.8% Loddon Bridge Gyratory - - N/A - - - - - - - - 91.8% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 604 2023:1874 744 81.2% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 318 2037 441 72.1% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 27 - 565 1920 928 60.9% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 28:27 - 1016 1980:2059 1181 86.0% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 28 - 861 2120 1060 81.2% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 19 - 970 1933:2073 1363 71.2% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 27 - 488 1918:2053 1057 46.2% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 28 - 1025 1990:2130 1318 77.8% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 496 1980 957 51.8% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 529 2120 1025 51.6% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 28 - 627 1980 990 63.3% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 28 - 861 2120 1060 81.2% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 85 1947 1103 7.7% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 207 2079 1178 17.6% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 168 1939 1099 15.3% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 333 1945 616 54.1% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 198 2085:2085 965 20.5% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 18 - 365 1954 651 56.0% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 18 - 486 2102 701 69.4% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 48 1947 811 5.9% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 70 2079 866 8.1% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 389 2074 864 45.0% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 16 - 144 1954 586 24.6% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 16 - 136 2005 601 22.6% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 16 - 536 1947 584 91.8% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 16 - 661 2074:2145 742 89.1% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 823 1980 1353 60.8% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 402 2120 1449 27.7% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 930 1935 1322 70.3% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 368 2074 1417 26.0% 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 581 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 347 Inf Inf 0.0% Full Input Data And Results 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 628 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1768 2500 2500 70.7% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 823 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 402 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 1298 2500 2500 51.9% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 36.9 14.4 0.0 51.2 - - - - Loddon Bridge Gyratory - - 0 0 0 36.9 14.4 0.0 51.2 - - - - 1/2+1/1 604 604 - - - 3.7 2.1 - 5.8 34.4 5.6 2.1 7.7 1/3 318 318 - - - 1.9 1.3 - 3.2 36.1 4.9 1.3 6.1 2/1 565 565 - - - 1.8 0.8 - 2.6 16.3 6.7 0.8 7.5 2/3+2/2 1016 1016 - - - 3.2 3.0 - 6.2 22.0 11.4 3.0 14.4 2/4 861 861 - - - 3.0 2.1 - 5.1 21.5 12.0 2.1 14.1 3/1+3/2 970 970 - - - 4.1 1.2 - 5.3 19.7 7.7 1.2 8.9 4/1+4/2 488 488 - - - 1.3 0.4 - 1.7 12.4 3.2 0.4 3.6 4/3+4/4 1025 1025 - - - 2.9 1.7 - 4.6 16.2 7.8 1.7 9.6 5/1 496 496 - - - 0.9 0.0 - 0.9 6.9 2.2 0.0 2.2 5/2 529 529 - - - 1.0 0.0 - 1.0 6.9 2.4 0.0 2.4 6/1 627 627 - - - 0.4 0.0 - 0.4 2.3 0.9 0.0 0.9 6/2 861 861 - - - 0.6 0.0 - 0.6 2.4 1.2 0.0 1.2 7/1 85 85 - - - 0.0 0.0 - 0.0 0.6 0.3 0.0 0.3 7/2 207 207 - - - 0.1 0.0 - 0.1 1.6 0.8 0.0 0.8 7/3 168 168 - - - 0.2 0.0 - 0.2 4.7 0.7 0.0 0.7 8/1 333 333 - - - 0.7 0.0 - 0.7 8.0 1.5 0.0 1.5 8/2+8/3 198 198 - - - 1.4 0.0 - 1.4 24.6 1.5 0.0 1.5 8/4 365 365 - - - 0.3 0.0 - 0.3 3.0 0.8 0.0 0.8 8/5 486 486 - - - 0.9 0.0 - 0.9 6.7 3.0 0.0 3.0 9/1 48 48 - - - 0.2 0.0 - 0.2 15.3 0.8 0.0 0.8 9/2 70 70 - - - 0.3 0.0 - 0.3 15.5 1.2 0.0 1.2 9/3 389 389 - - - 0.2 0.0 - 0.2 2.0 2.9 0.0 2.9 Full Input Data And Results 10/1 144 144 - - - 0.5 0.0 - 0.5 13.7 1.1 0.0 1.1 10/2 136 136 - - - 0.6 0.0 - 0.6 16.9 1.4 0.0 1.4 10/3 536 536 - - - 2.5 0.0 - 2.5 16.6 8.2 0.0 8.2 10/5+10/4 661 661 - - - 1.8 0.0 - 1.8 9.8 3.5 0.0 3.5 11/1 823 823 - - - 0.3 0.0 - 0.3 1.2 1.3 0.0 1.3 11/2 402 402 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 930 930 - - - 0.6 0.0 - 0.6 2.5 3.2 0.0 3.2 12/2 368 368 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/1 581 581 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 347 347 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 628 628 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1768 1768 - - - 1.3 1.2 - 2.5 5.2 23.1 1.2 24.3 15/1 823 823 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 402 402 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 1298 1298 - - - 0.0 0.5 - 0.6 1.6 4.2 0.5 4.7 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 28.0 26.5 -2.0 10.8 4.6 48.0 -2.0 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.65 6.03 12.72 9.29 19.15 0.27 51.22 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Full Input Data And Results User and Project Details Project: ITB 6067 Winnersh Title: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) Location: File name: Loddon Bridge v3 redist.lsg3x Author: AL Company: Address: Notes: Network Layout Diagram eading Rd (W) 1 2 3 Arm 8 13 - Arm W 5/1 wer 5/2 Ear 1 ley Wa 2 y (S - Lo ) Int wer ern Earle al yW 6/2 ay ( N) I 6/1 nter n al 1 14 / 2 1 - Lo yW ay ( S) E x it ay (S) yW Ear le w er - Lo 14 Arm Arm 6 Arm 5 1 2 3 4 er E arle ea di ng Rd 1 12 2/1 (E /2 )E 1 xit 2 Pe ds Ar m 1 2 3 1 -R 9/1 9/2 9/ 3 D Gyr 10 Arm 10/5 5 10/4 4 10/3 3 10/2 2 10/1 E ry N rato xit Pe ds 12 - Gy (W )E Ar m 9 Arm Rd 1 11 -R 1 ea 11 1/2 di /1 ng Loddon Bridge Gyratory Controller: 1&2 tory N Arm 7 - Gyratory SW 1 Ar m 7/3 7/2 7/1 2 - Gyra 1 2 3 4 5 3 2 1 (W )E xi t Low 15 -R ea 15 din / g 15 2 Rd /1 1/1 1/2 1/3 4 /1 4 /2 4 /3 4 /4 2 1 Arm 1 R 4- Ar m Arm A 8/1 8/2 8/3 8/4 8/5 13/ 1 13/ 1 2 Low 13/ we 2 3 Arm rE arle 3 2yW Low 4 ay er E (N) 2/4 3 arle Exit y Wa 2 /3 2 y (N 2/2 1 ) 2/1 B SE atory 2 1 Arm 3 3/2 3/1 16 -R ea d ing - Rea ding Rd Rd ( 16 /1 1 E) Ex it (E) C Full Input Data And Results C1 Phase Diagram C A B G D J F E I H K Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Pedestrian 1 5 5 C Traffic 2 7 7 D Pedestrian 2 5 5 E Pedestrian 2 5 5 F Traffic 2 7 7 G Traffic 3 7 7 H Traffic 3 7 7 I Traffic 3 7 7 J Traffic 3 7 7 K Traffic 3 7 7 Full Input Data And Results Phase Intergreens Matrix Starting Phase A B C D E F G H I J K - 6 - - - - - - - - - B 10 - - - - - - - - - - C - - - 6 - 6 - - - - - D - - 10 - - - - - - - - Terminating E Phase F - - - - - 10 - - - - - - - 6 - 6 - - - - - - G - - - - - - - - 8 6 - H - - - - - - - - - 8 - I - - - - - - 8 - - - - J - - - - - - 6 9 - - 8 K - - - - - - - - - 8 - A Phases in Stage Stream Stage No. Phases in Stage 1 1 A 1 2 B 2 1 CE 2 2 DF 3 1 IJ 3 2 GHK Stage Diagram Stage Stream: 1 1 Min >= 7 2 A Min >= 5 A B B Stage Stream: 2 1 Min >= 7 2 C D Min >= 7 C D F E F E Stage Stream: 3 1 Min >= 7 2 Min >= 7 G H K G J J I I H K Full Input Data And Results Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 2 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 3 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 From Stage 1 2 6 2 10 Stage Stream: 2 To Stage 1 From Stage 1 2 10 2 10 Stage Stream: 3 To Stage 1 From Stage 1 2 2 9 8 Full Input Data And Results C2 Phase Diagram E F N M Q P C D I K B L J O G A H Phase Input Data Phase Name Phase Type Stage Stream Assoc. Phase Street Min Cont Min A Traffic 1 7 7 B Traffic 1 7 7 C Traffic 2 7 7 D Traffic 2 7 7 E Traffic 2 7 7 F Traffic 2 7 7 G Traffic 2 7 7 H Traffic 3 7 7 I Pedestrian 1 5 5 J Pedestrian 1 5 5 K Pedestrian 2 5 5 L Pedestrian 2 5 5 M Pedestrian 2 5 5 N Pedestrian 2 5 5 O Pedestrian 3 5 5 P Pedestrian 2 5 5 Q Pedestrian 2 5 5 Full Input Data And Results Phase Intergreens Matrix Starting Phase A B C D E F G H I A - 5 - - - - - - - 6 - - - - - - - B 5 - - - - - - - 6 - - - - - - - - C - - - - - - 9 - - - - - - 6 - - - D - - - - 7 9 6 - - - - - - - - - - E - - - 6 - - - - - - - 8 - - - - 6 F - - - 5 - - - - - - - - 6 - - - - G - - 6 6 - - - - - - 6 - - - - 8 - Terminating H Phase I - - - - - - - - - - - - - - 6 - - - 10 - - - - - - - - - - - - - - - J 10 - - - - - - - - - - - - - - - - K - - - - - - 8 - - - - - - - - - - L - - - - 8 - - - - - - - - - - - - M - - - - - 8 - - - - - - - - - - - N - - 9 - - - - - - - - - - - - - - O - - - - - - - 10 - - - - - - - - - P - - - - - - 8 - - - - - - - - - - Q - - - - 8 - - - - - - - - - - - - Phases in Stage Stream Stage No. Phases in Stage 1 1 AI 1 2 BJ 2 1 CDKLMPQ 2 2 EFGN 3 1 H 3 2 O Stage Diagram Stage Stream: 1 1 Min >= 7 2 Min >= 7 I I B B J J A A Stage Stream: 2 1 Min >= 7 2 Min >= 7 E F E F N N Q P C D M D K K L G Q P C L G M J K L M N O P Q Full Input Data And Results Stage Stream: 3 1 Min >= 7 2 O Min >= 5 O H H Phase Delays Stage Stream: 1 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 2 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Stage Stream: 3 Term. Stage Start Stage Phase Type Value Cont value There are no Phase Delays defined Prohibited Stage Change Stage Stream: 1 To Stage 1 From Stage 1 2 10 2 10 Stage Stream: 2 To Stage 1 From Stage 1 2 2 9 9 Stage Stream: 3 To Stage 1 From Stage 1 2 10 2 6 Full Input Data And Results Give-Way Lane Input Data Junction: Loddon Bridge Gyratory There are no Opposed Lanes in this Junction Full Input Data And Results Lane Input Data Junction: Loddon Bridge Gyratory Lane Lane Start End Phases Type Disp. Disp. Physical Length (PCU) Sat Flow Type Def User Lane Saturation Nearside Width Gradient Lane Flow (m) (PCU/Hr) Turns Turning Radius (m) 1/1 (Reading Rd (W)) U B 1 3 8.7 Geom - 4.00 0.00 Y Arm 8 Ahead 20.00 1/2 (Reading Rd (W)) U B 1 3 60.0 Geom - 4.00 0.00 N Arm 8 Ahead 23.00 1/3 (Reading Rd (W)) U B 1 3 60.0 Geom - 4.00 0.00 N Arm 8 Ahead 26.00 2/1 (Lower Earley Way (N)) U F 1 3 60.0 Geom - 3.70 0.00 Y Arm 12 Left 44.00 2/2 (Lower Earley Way (N)) U F 1 3 4.3 Geom - 3.70 0.00 N Arm 9 Ahead 47.00 2/3 (Lower Earley Way (N)) U E 1 3 60.0 Geom - 3.65 0.00 Y Arm 6 Ahead Inf 2/4 (Lower Earley Way (N)) U E 1 3 60.0 Geom - 3.65 0.00 N Arm 6 Ahead Inf 3/1 (Reading Rd (E)) U F 1 3 60.0 Geom - 3.90 0.00 Y Arm 10 Ahead 40.00 3/2 (Reading Rd (E)) U F 1 3 13.0 Geom - 3.90 0.00 N Arm 10 Ahead 43.00 4/1 (Lower Earley Way (S)) U H 1 3 60.0 Geom - 3.75 0.00 Y Arm 11 Left 40.00 4/2 (Lower Earley Way (S)) U H 1 3 2.4 Geom - 3.75 0.00 N Arm 7 Ahead 40.00 4/3 (Lower Earley Way (S)) U K 1 3 60.0 Geom - 3.75 0.00 Y Arm 5 Ahead Inf 4/4 (Lower Earley Way (S)) U K 1 3 4.7 Geom - 3.75 0.00 N Arm 5 Ahead Inf 5/1 (Lower Earley Way (S) Internal) U G 1 3 15.7 Geom - 3.65 0.00 Y Arm 13 Ahead Inf 5/2 (Lower Earley Way (S) Internal) U G 1 3 15.7 Geom - 3.65 0.00 N Arm 13 Ahead Inf 6/1 (Lower Earley Way (N) Internal) U G 1 3 18.1 Geom - 3.65 0.00 Y Arm 14 Ahead Inf Full Input Data And Results 6/2 (Lower Earley Way (N) Internal) U G 1 3 18.1 Geom - 3.65 0.00 N Arm 14 Ahead Inf 7/1 (Gyratory SW) U A 2 3 17.7 Geom - 3.90 0.00 Y Arm 8 Right 50.00 7/2 (Gyratory SW) U A 2 3 17.7 Geom - 3.90 0.00 N Arm 8 Right 47.00 7/3 (Gyratory SW) U A 2 3 15.0 Geom - 3.90 0.00 Y Arm 8 Right 44.00 8/1 (Gyratory NW) U C 1 3 9.2 Geom - 3.30 0.00 Y Arm 13 Left Inf 8/2 (Gyratory NW) U C 1 3 9.2 Geom - 3.30 0.00 N Arm 13 Left Inf 8/3 (Gyratory NW) U C 1 3 5.2 Geom - 3.30 0.00 N Arm 13 Left Inf 8/4 (Gyratory NW) U D 1 3 8.7 Geom - 4.00 0.00 Y Arm 12 Right 48.00 Arm 9 Right Inf Arm 12 Right 45.00 8/5 (Gyratory NW) U 9/1 (Gyratory NE) U C 1 3 14.6 Geom - 3.90 0.00 Y Arm 10 Right 50.00 9/2 (Gyratory NE) U C 1 3 14.6 Geom - 3.90 0.00 N Arm 10 Right 47.00 9/3 (Gyratory NE) U C 1 3 9.6 Geom - 3.90 0.00 N Arm 10 Right 44.00 10/1 (Gyratory SE) U I 1 3 14.8 Geom - 3.90 0.00 Y Arm 14 Left 57.00 10/2 (Gyratory SE) U I 1 3 14.8 Geom - 3.90 0.00 Y Arm 14 Left Inf 10/3 (Gyratory SE) U J 1 3 12.0 Geom - 3.90 0.00 Y Arm 11 Right 50.00 Arm 7 Right Inf Arm 11 Right Inf 10/4 (Gyratory SE) U D J 1 2 3 3 8.7 6.1 Geom Geom - - 4.00 3.90 0.00 0.00 N N 10/5 (Gyratory SE) U J 1 3 12.0 Geom - 3.90 0.00 N Arm 7 Right 44.00 11/1 (Reading Rd (W) Exit Peds) U H 1 3 17.7 Geom - 3.65 0.00 Y Arm 15 Ahead Inf 11/2 (Reading Rd (W) Exit Peds) U H 1 3 17.7 Geom - 3.65 0.00 N Arm 15 Ahead Inf 12/1 (Reading Rd (E) Exit Peds) U A 1 3 11.8 Geom - 3.65 0.00 Y Arm 16 Ahead 65.00 Full Input Data And Results 12/2 (Reading Rd (E) Exit Peds) U 13/1 (Lowwer Earley Way (N) Exit) 1 3 11.8 Geom - 3.65 0.00 N Arm 16 Ahead 68.00 U 1 3 60.0 Inf - - - - - - 13/2 (Lowwer Earley Way (N) Exit) U 1 3 60.0 Inf - - - - - - 13/3 (Lowwer Earley Way (N) Exit) U 1 3 60.0 Inf - - - - - - 14/1 (Lower Earley Way (S) Exit) U 1 3 60.0 User 2500 - - - - - 15/1 (Reading Rd (W) Exit) U 1 3 60.0 Inf - - - - - - 15/2 (Reading Rd (W) Exit) U 1 3 60.0 Inf - - - - - - 16/1 (Reading Rd (E) Exit) U 1 3 60.0 User 2500 - - - - - A Traffic Flow Groups Flow Group Start Time End Time Duration Formula 1: 'AM Peak 2026 WBC Scenario C' 08:00 09:00 01:00 2: 'Development traffic AM peak - 421dw' 08:00 09:00 01:00 3: 'AM Peak 2026 WBC Scenario C + 421dw Dev' 08:00 09:00 01:00 4: 'PM Peak 2026 WBC Scenario C' 17:00 18:00 01:00 5: 'Development traffic PM peak - 421dw' 17:00 18:00 01:00 6: 'PM Peak 2026 WBC Scenario C + 421dw Dev' 17:00 18:00 01:00 F1+F2 F4+F5 Scenario 1: '2' (FG1: 'AM Peak 2026 WBC Scenario C', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 521 486 531 1538 B 222 0 291 433 946 C 531 465 0 156 1152 D 259 1606 52 0 1917 Tot. 1012 2592 829 1120 5553 Full Input Data And Results Traffic Lane Flows Lane Scenario 1: 2 Junction: Loddon Bridge Gyratory 1/1 (short) 479 1/2 (with short) 1004(In) 525(Out) 1/3 534 2/1 291 2/2 (short) 222 2/3 (with short) 424(In) 202(Out) 2/4 231 3/1 (with short) 1152(In) 469(Out) 3/2 (short) 683 4/1 (with short) 311(In) 259(Out) 4/2 (short) 52 4/3 (with short) 1606(In) 774(Out) 4/4 (short) 832 5/1 774 5/2 832 6/1 202 6/2 231 7/1 129 7/2 358 7/3 30 8/1 608 8/2 (with short) 378(In) 188(Out) 8/3 (short) 190 8/4 505 8/5 564 9/1 255 9/2 276 9/3 222 10/1 371 10/2 316 10/3 451 10/4 (short) 431 10/5 (with short) 767(In) 336(Out) Full Input Data And Results 11/1 710 11/2 302 12/1 796 12/2 33 13/1 995 13/2 575 13/3 1022 14/1 1120 15/1 710 15/2 302 16/1 829 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 94.1 % Arm 12 Right 45.00 5.9 % 2151 2151 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 29.9 % 2145 2145 Arm 11 Right Inf 70.1 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 2: '8' (FG3: 'AM Peak 2026 WBC Scenario C + 421dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 521 486 543 1550 B 222 0 291 466 979 C 531 465 0 156 1152 D 292 1699 52 0 2043 Tot. 1045 2685 829 1165 5724 Full Input Data And Results Traffic Lane Flows Lane Scenario 2: 8 Junction: Loddon Bridge Gyratory 1/1 (short) 452 1/2 (with short) 1005(In) 553(Out) 1/3 545 2/1 291 2/2 (short) 222 2/3 (with short) 445(In) 223(Out) 2/4 243 3/1 (with short) 1152(In) 502(Out) 3/2 (short) 650 4/1 (with short) 344(In) 292(Out) 4/2 (short) 52 4/3 (with short) 1699(In) 820(Out) 4/4 (short) 879 5/1 820 5/2 879 6/1 223 6/2 243 7/1 43 7/2 474 7/3 0 8/1 495 8/2 (with short) 491(In) 246(Out) 8/3 (short) 245 8/4 536 8/5 545 9/1 257 9/2 286 9/3 222 10/1 373 10/2 326 10/3 506 10/4 (short) 290 10/5 (with short) 712(In) 422(Out) Full Input Data And Results 11/1 798 11/2 247 12/1 827 12/2 2 13/1 905 13/2 656 13/3 1124 14/1 1165 15/1 798 15/2 247 16/1 829 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 0.0 % 2005 2005 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 99.6 % Arm 12 Right 45.00 0.4 % 2155 2155 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 14.8 % 2145 2145 Arm 11 Right Inf 85.2 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 3: '14' (FG4: 'PM Peak 2026 WBC Scenario C', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 295 467 147 909 B 396 0 532 1664 2592 C 463 128 0 141 732 D 363 1137 89 0 1589 Tot. 1222 1560 1088 1952 5822 Full Input Data And Results Traffic Lane Flows Lane Scenario 3: 14 Junction: Loddon Bridge Gyratory 1/1 (short) 285 1/2 (with short) 613(In) 328(Out) 1/3 296 2/1 532 2/2 (short) 396 2/3 (with short) 1090(In) 694(Out) 2/4 970 3/1 (with short) 732(In) 218(Out) 3/2 (short) 514 4/1 (with short) 452(In) 363(Out) 4/2 (short) 89 4/3 (with short) 1137(In) 550(Out) 4/4 (short) 587 5/1 550 5/2 587 6/1 694 6/2 970 7/1 42 7/2 98 7/3 77 8/1 327 8/2 (with short) 96(In) 48(Out) 8/3 (short) 48 8/4 330 8/5 373 9/1 67 9/2 80 9/3 396 10/1 153 10/2 135 10/3 423 10/4 (short) 478 10/5 (with short) 564(In) 86(Out) Full Input Data And Results 11/1 786 11/2 436 12/1 862 12/2 226 13/1 602 13/2 323 13/3 635 14/1 1952 15/1 786 15/2 436 16/1 1088 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 39.4 % Arm 12 Right 45.00 60.6 % 2112 2112 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 8.8 % 2145 2145 Arm 11 Right Inf 91.2 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 4: '20' (FG6: 'PM Peak 2026 WBC Scenario C + 421dw Dev', Plan 1: 'AM + PM Peak') Traffic Flows, Desired Desired Flow : Destination Origin A B C D Tot. A 0 295 467 178 940 B 396 0 532 1753 2681 C 463 128 0 141 732 D 380 1185 89 0 1654 Tot. 1239 1608 1088 2072 6007 Full Input Data And Results Traffic Lane Flows Lane Scenario 4: 20 Junction: Loddon Bridge Gyratory 1/1 (short) 293 1/2 (with short) 631(In) 338(Out) 1/3 309 2/1 532 2/2 (short) 396 2/3 (with short) 1128(In) 732(Out) 2/4 1021 3/1 (with short) 732(In) 211(Out) 3/2 (short) 521 4/1 (with short) 469(In) 380(Out) 4/2 (short) 89 4/3 (with short) 1185(In) 572(Out) 4/4 (short) 613 5/1 572 5/2 613 6/1 732 6/2 1021 7/1 24 7/2 110 7/3 83 8/1 317 8/2 (with short) 106(In) 53(Out) 8/3 (short) 53 8/4 342 8/5 392 9/1 83 9/2 95 9/3 396 10/1 174 10/2 145 10/3 416 10/4 (short) 467 10/5 (with short) 571(In) 104(Out) Full Input Data And Results 11/1 796 11/2 443 12/1 874 12/2 214 13/1 603 13/2 339 13/3 666 14/1 2072 15/1 796 15/2 443 16/1 1088 Full Input Data And Results Lane Saturation Flows Junction: Loddon Bridge Gyratory Lane Lane Nearside Width Gradient Lane (m) Allowed Turns Turning Turning Sat Flow Radius Prop. (PCU/Hr) (m) Flared Sat Flow (PCU/Hr) 1/1 (Reading Rd (W)) 4.00 0.00 Y Arm 8 Ahead 20.00 100.0 % 1874 1874 1/2 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 23.00 100.0 % 2023 2023 1/3 (Reading Rd (W)) 4.00 0.00 N Arm 8 Ahead 26.00 100.0 % 2037 2037 2/1 (Lower Earley Way (N)) 3.70 0.00 Y Arm 12 Left 44.00 100.0 % 1920 1920 2/2 (Lower Earley Way (N)) 3.70 0.00 N Arm 9 Ahead 47.00 100.0 % 2059 2059 2/3 (Lower Earley Way (N)) 3.65 0.00 Y Arm 6 Ahead Inf 100.0 % 1980 1980 2/4 (Lower Earley Way (N)) 3.65 0.00 N Arm 6 Ahead Inf 100.0 % 2120 2120 3/1 (Reading Rd (E)) 3.90 0.00 Y Arm 10 Ahead 40.00 100.0 % 1933 1933 3/2 (Reading Rd (E)) 3.90 0.00 N Arm 10 Ahead 43.00 100.0 % 2073 2073 4/1 (Lower Earley Way (S)) 3.75 0.00 Y Arm 11 Left 40.00 100.0 % 1918 1918 4/2 (Lower Earley Way (S)) 3.75 0.00 N Arm 7 Ahead 40.00 100.0 % 2053 2053 4/3 (Lower Earley Way (S)) 3.75 0.00 Y Arm 5 Ahead Inf 100.0 % 1990 1990 4/4 (Lower Earley Way (S)) 3.75 0.00 N Arm 5 Ahead Inf 100.0 % 2130 2130 5/1 (Lower Earley Way (S) Internal) 3.65 0.00 Y Arm 13 Ahead Inf 100.0 % 1980 1980 5/2 (Lower Earley Way (S) Internal) 3.65 0.00 N Arm 13 Ahead Inf 100.0 % 2120 2120 6/1 (Lower Earley Way (N) Internal) 3.65 0.00 Y Arm 14 Ahead Inf 100.0 % 1980 1980 6/2 (Lower Earley Way (N) Internal) 3.65 0.00 N Arm 14 Ahead Inf 100.0 % 2120 2120 7/1 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 50.00 100.0 % 1947 1947 7/2 (Gyratory SW) 3.90 0.00 N Arm 8 Right 47.00 100.0 % 2079 2079 7/3 (Gyratory SW) 3.90 0.00 Y Arm 8 Right 44.00 100.0 % 1939 1939 8/1 (Gyratory NW) 3.30 0.00 Y Arm 13 Left Inf 100.0 % 1945 1945 8/2 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 8/3 (Gyratory NW) 3.30 0.00 N Arm 13 Left Inf 100.0 % 2085 2085 Full Input Data And Results 8/4 (Gyratory NW) 4.00 0.00 Y 8/5 (Gyratory NW) 4.00 0.00 N 9/1 (Gyratory NE) 3.90 0.00 9/2 (Gyratory NE) 3.90 9/3 (Gyratory NE) Arm 12 Right 48.00 100.0 % 1954 1954 Arm 9 Right Inf 45.4 % Arm 12 Right 45.00 54.6 % 2116 2116 Y Arm 10 Right 50.00 100.0 % 1947 1947 0.00 N Arm 10 Right 47.00 100.0 % 2079 2079 3.90 0.00 N Arm 10 Right 44.00 100.0 % 2074 2074 10/1 (Gyratory SE) 3.90 0.00 Y Arm 14 Left 57.00 100.0 % 1954 1954 10/2 (Gyratory SE) 3.90 0.00 Y Arm 14 Left Inf 100.0 % 2005 2005 10/3 (Gyratory SE) 3.90 0.00 Y Arm 11 Right 50.00 100.0 % 1947 1947 10/4 (Gyratory SE) 3.90 0.00 N Arm 7 Right Inf 5.1 % 2145 2145 Arm 11 Right Inf 94.9 % 10/5 (Gyratory SE) 3.90 0.00 N Arm 7 Right 44.00 100.0 % 2074 2074 11/1 (Reading Rd (W) Exit Peds) 3.65 0.00 Y Arm 15 Ahead Inf 100.0 % 1980 1980 11/2 (Reading Rd (W) Exit Peds) 3.65 0.00 N Arm 15 Ahead Inf 100.0 % 2120 2120 12/1 (Reading Rd (E) Exit Peds) 3.65 0.00 Y Arm 16 Ahead 65.00 100.0 % 1935 1935 12/2 (Reading Rd (E) Exit Peds) 3.65 0.00 N Arm 16 Ahead 68.00 100.0 % 2074 2074 13/1 (Lowwer Earley Way (N) Exit Lane 1) Infinite Saturation Flow Inf Inf 13/2 (Lowwer Earley Way (N) Exit Lane 2) Infinite Saturation Flow Inf Inf 13/3 (Lowwer Earley Way (N) Exit Lane 3) Infinite Saturation Flow Inf Inf 14/1 (Lower Earley Way (S) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 15/1 (Reading Rd (W) Exit Lane 1) Infinite Saturation Flow Inf Inf 15/2 (Reading Rd (W) Exit Lane 2) Infinite Saturation Flow Inf Inf 16/1 (Reading Rd (E) Exit Lane 1) This lane uses a directly entered Saturation Flow 2500 2500 Full Input Data And Results Scenario 1: '2' (FG1: 'AM Peak 2026 WBC Scenario C', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 21s 10 19s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 17s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 43 32 Stage Stream: 2 Stage 1 2 Duration 21 19 Change Point 3 34 Stage Stream: 3 Stage 1 2 Duration 17 26 Change Point 37 2 26s Full Input Data And Results Signal Timings Diagram 0 10 20 30 40 32 2 6:5 10 : 39 50 60 43 1 A B A B 3 1 Phases C E 10 : 21 10 : 19 D D F F 2 2 H 34 2 37 1 9 : 26 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 27s J 10 13s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 17s 9 G 25s E 8 : 17 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 27 13 Change Point 3 40 Stage Stream: 2 Stage 1 2 Duration 17 25 Change Point 37 3 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 45 34 Full Input Data And Results Signal Timings Diagram 0 10 3 1 20 30 40 50 40 2 10 : 27 60 10 : 13 A B I J A B I J Phases 3 2 37 1 9 : 25 9 : 17 C D E F G K L M N P Q C D E F G K L M N P Q 34 2 6:5 10 : 39 45 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows Lane 2/3 + 2/2 Flows 2400 4000 4000 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 Ar m 2 1 15 0 93.1% 92.5% -R 0 -R 3 71 02 0 2400 0 0 0 Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 Lane 5/1 Flows 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 259 52 33. 2% 774 2 .9 832 125 .3 % 1 Arm 194 42 .0 Low 3 er E arle Arm 4 yW 14 ay - Lo (S) we r 1 Ear l ey 10. Wa 9 4 y (S 4 .8 ) Ex % it 1 12 0 0 2400 2400 Lane 9/3 Flows 2400 2400 0 0 D 2400 0 2400 0 0 Lane 6/2 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 Ar m 0 7 33 96 12 -R 60 2. .2% 3% ea di ng Rd 2 0. .8 (E 0 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 Lane 8/4 Flows 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 4. 2 4. 6 % 3 1. 4 0.5 % 31.9 % 2 5. 7 E ry N rato - Gy PRC: -39.3 % Total Traffic Delay: 236.0 pcuHr Controller: 1&2 Pe ds 30 358 129 (W )E xit 0 2400 9 Arm Rd 3.1% 34.4% 13.3% ea di ng 2 52 0.8% .5 % Loddon Bridge Gyratory Lane 11/1 Flows 1 2 3 4 5 25 5 2 76 22 2 11 0 1. .0 3 2400 89.3% 36.6% 4.1 2.9 0 2.4 70.5% 2.8 71.5% W tory N - Gyra Arm 8 Arm 7 - Gyratory SW 2 0 0 608 188 190 505 564 1 2 3 0.1 5.7 2.0 Ar m 1 2400 2400 3 2 1 ea 0. din g 0. 0 Rd 0 0. 0 (W 0. % )E 0% 30 xit 71 2 0 0 14.3 13.6 Arm 1 Reading Rd (W) Lane 10/1 Flows 2400 2400 69.3 69.6 % % 2.6 wer 2.8 1 Ear l e yW Arm 2 ay ( 6-L S owe ) In tern r Ea 2 al rley 0.7 Wa y 1 (N) 0. 6 Inte 22.5 r nal 21. 1 % 231 % 202 479 525 534 0 Lane 9/1 Flows - Lo 0 2400 2400 Arm 5 2400 A 0 9 17 497 0. 0 % 8 54 0. 0 Arm 0.0 % 13 0. 0 0.0 - Lo % 1 ww 0 . 2 er E 0 Arm arle 3 2yW Low 4 ay er E (N) 2.4 3 arle Exi y t Wa 2.5 2 23. y (N 3 1 ) 36. % 5 2 % 3.3 31 202 33. 7% 222 291 0 617 664 0 E ry S rato - Gy 0 1 36 3 Arm % 431 8 2 .4 .4 3 451 5 % 316 73.1 4 % 8 . 3 .8 9 371 4 3 % 4.9 60.0 2 5.1 2 1 Arm 3 82 16 0 9 -R 33 ea d - Rea ding 13.8 2800 0 .2% i ng Rd ( Rd (E 87.6% 0.2 1 E) Ex it ) C 683 469 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 5000 2400 5000 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 125.3% Loddon Bridge Gyratory - - N/A - - - - - - - - 125.3% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 1004 2023:1874 1078 93.1% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 13 - 534 2037 577 92.5% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 25 - 291 1920 864 33.7% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 26:25 - 424 1980:2059 1160 36.5% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 26 - 231 2120 989 23.3% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 19 - 1152 1933:2073 1316 87.6% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 26 - 311 1918:2053 937 33.2% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 27 - 1606 1990:2130 1281 125.3% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 25 - 774 1980 891 69.3% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 25 - 832 2120 954 69.6% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 27 - 202 1980 957 21.1% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 27 - 231 2120 1025 22.5% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 129 1947 973 13.3% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 358 2079 1040 34.4% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 27 - 30 1939 969 3.1% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 17 - 608 1945 681 89.3% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 17 - 378 2085:2085 1033 36.6% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 20 - 505 1954 716 70.5% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 20 - 564 2151 789 71.5% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 255 1947 811 31.4% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 276 2079 866 31.9% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 21 - 222 2074 864 25.7% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 17 - 371 1954 619 60.0% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 17 - 316 2005 635 49.8% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 17 - 451 1947 617 73.1% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 17 - 767 2074:2145 931 82.4% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 710 1980 1353 52.5% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 302 2120 1449 20.8% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 796 1935 1322 60.2% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 33 2074 1417 2.3% Full Input Data And Results 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 995 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 575 Inf Inf 0.0% 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1022 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1120 2500 2500 44.8% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 710 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 302 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 829 2500 2500 33.2% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 55.3 180.7 0.0 236.0 - - - - Loddon Bridge Gyratory - - 0 0 0 55.3 180.7 0.0 236.0 - - - - 1/2+1/1 1004 1004 - - - 5.8 5.8 - 11.6 41.7 8.5 5.8 14.3 1/3 534 534 - - - 3.1 5.0 - 8.1 54.7 8.6 5.0 13.6 2/1 291 291 - - - 0.9 0.3 - 1.1 13.8 3.1 0.3 3.3 2/3+2/2 424 424 - - - 1.2 0.3 - 1.4 12.3 2.2 0.3 2.5 2/4 231 231 - - - 0.6 0.2 - 0.8 12.0 2.2 0.2 2.4 3/1+3/2 1152 1152 - - - 5.2 3.4 - 8.6 26.8 10.4 3.4 13.8 4/1+4/2 311 311 - - - 0.8 0.2 - 1.1 12.6 2.6 0.2 2.9 4/3+4/4 1606 1281 - - - 14.7 164.8 - 179.5 402.3 29.1 164.8 194.0 5/1 617 617 - - - 1.3 0.0 - 1.3 7.7 2.6 0.0 2.6 5/2 664 664 - - - 1.4 0.0 - 1.4 7.7 2.8 0.0 2.8 6/1 202 202 - - - 0.3 0.0 - 0.3 4.7 0.6 0.0 0.6 6/2 231 231 - - - 0.3 0.0 - 0.3 4.7 0.7 0.0 0.7 7/1 129 129 - - - 0.3 0.0 - 0.3 8.9 2.0 0.0 2.0 7/2 358 358 - - - 1.2 0.0 - 1.2 11.6 5.7 0.0 5.7 7/3 30 30 - - - 0.0 0.0 - 0.0 2.9 0.1 0.0 0.1 8/1 608 608 - - - 2.3 0.0 - 2.3 13.7 4.1 0.0 4.1 8/2+8/3 378 378 - - - 2.4 0.0 - 2.4 22.6 2.9 0.0 2.9 8/4 505 505 - - - 1.4 0.0 - 1.4 9.9 2.4 0.0 2.4 8/5 564 564 - - - 1.6 0.0 - 1.6 10.3 2.8 0.0 2.8 9/1 255 255 - - - 0.8 0.0 - 0.8 11.5 4.2 0.0 4.2 9/2 276 276 - - - 0.9 0.0 - 0.9 11.5 4.6 0.0 4.6 9/3 222 222 - - - 0.3 0.0 - 0.3 4.4 0.5 0.0 0.5 Full Input Data And Results 10/1 371 371 - - - 2.1 0.0 - 2.1 20.4 5.1 0.0 5.1 10/2 316 316 - - - 2.1 0.0 - 2.1 23.8 4.9 0.0 4.9 10/3 451 451 - - - 1.4 0.0 - 1.4 10.8 3.8 0.0 3.8 10/5+10/4 767 767 - - - 2.2 0.0 - 2.2 10.5 3.4 0.0 3.4 11/1 710 710 - - - 0.2 0.0 - 0.2 1.1 1.3 0.0 1.3 11/2 302 302 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 796 796 - - - 0.3 0.0 - 0.3 1.4 2.8 0.0 2.8 12/2 33 33 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/1 917 917 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 497 497 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 854 854 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1120 1120 - - - 0.3 0.4 - 0.7 2.3 10.5 0.4 10.9 15/1 710 710 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 302 302 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 829 829 - - - 0.0 0.2 - 0.2 1.1 0.0 0.2 0.2 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 49.5 2.8 -39.3 -3.5 0.8 71.5 -39.3 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.31 10.54 188.93 21.25 13.75 0.22 235.97 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 2: '8' (FG3: 'AM Peak 2026 WBC Scenario C + 421dw Dev', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 23s 10 17s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 15s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 43 32 Stage Stream: 2 Stage 1 2 Duration 23 17 Change Point 2 35 Stage Stream: 3 Stage 1 2 Duration 15 28 Change Point 37 0 28s Full Input Data And Results Signal Timings Diagram 0 10 20 30 40 32 2 6:5 10 : 39 50 60 43 1 A B A B 2 1 Phases C E 10 : 23 10 : 17 D D F F 0 2 H 35 2 37 1 9 : 28 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 7 I B 10 A 26s J 10 14s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 16s 9 G 26s E 8 : 15 G J C 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 26 14 Change Point 4 40 Stage Stream: 2 Stage 1 2 Duration 16 26 Change Point 38 3 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 45 34 Full Input Data And Results Signal Timings Diagram 0 10 4 1 20 30 10 : 26 40 50 40 2 10 : 14 60 A B I J A B I J Phases 3 2 38 1 9 : 26 9 : 16 C D E F G K L M N P Q C D E F G K L M N P Q 34 2 6:5 10 : 39 45 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 452 553 545 Ar m 2 1 15 0. 0. 0 0 -R 0 Arm 1 R ea d 0 495 246 245 536 545 -R (W )E xit Pe ds 24 79 7 8 2400 0 0 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 Lane 5/1 Flows 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 292 52 34. 5% 820 3.2 879 125 . 8% 1 Arm 207 42 . 8 Low 3 er E arle Arm 4 yW 14 ay - Lo (S) wer 1 Ear ley 11. Wa 2 4 y (S 6.6% ) Ex it 1 16 5 0 0 2400 0 D 0 Lane 6/2 Flows Lane 2/1 Flows 2400 2400 2400 0 0 2400 0 2400 0 0 Lane 9/3 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 Lane 11/1 Flows 2400 0 Ar m 0 8 2 27 12 -R ea d in g 62 0. .5% 1% R d (E )E 2 0. .3 0 xit P Lane 16/1 Flows 1 ed s 2800 2 Ar m 1 2 3 Lane 8/4 Flows Lane 7/2 Flows 0 2400 4 .2 4 .7 % 2 9 .3 0. 5 % 3 0 .6 % 2 3 .8 E ry N rato - Gy Rd 0 474 43 PRC: -39.8 % Total Traffic Delay: 251.4 pcuHr Controller: 1&2 2400 2400 1 2 3 4 5 9 Arm in g 0.0% 47.2% 4.6% ea d 1 59 7.1% .0 % Loddon Bridge Gyratory 2400 2.2 3.7 2 57 2 86 2 22 11 Arm 7 - Gyratory SW m 0 1 . .0 5 0 76.3% 49.1% Lane 2/3 + 2/2 Flows 4000 4000 2400 3.2 78.4% 2.5 % .3 2 7 NW ry to - Gyra Arm 8 0.0 7.6 0.7 2 Lane 11/1 Flows 0 3 2 1 Ar 1 2400 2400 0 1 2 3 15.9 12.3 eading Rd (W) in g Rd 0. 0 (W 0. % )E 0% 24 xit 79 7 8 2400 2400 0 94.7% 89.2% Lane 10/1 Flows 70.5 70.6 % - Lo % 2.5 wer 2.7 1 Ear le yW Arm 2 ay ( 6-L S ) In owe t e rn r Ea 2 al rley 0 .8 Way 1 (N) 0 .7 In te 2 2 .2 rnal 2 1 .8 % 243 % 223 0 2400 2400 Lane 9/1 Flows 652 699 2400 A 0 82 1 572 0 .0 % 944 0 .0 Arm 0 .0 % 13 0 .0 0 .0 - Lo % 1 ww 0 .0 2 er E Arm arle 3 2y Low Wa 4 y (N er E 2.5 3 arle )E xit y Wa 2.4 2 23. y 7% (N) 1 36. 5% 243 3.2 223 32. 5% 222 291 0 Arm 5 0 SE tory Gyra 10 422 m r A % 290 82.7 2.5 506 5 % 326 91.7 4 % 6 . 5 373 57.4 3 % .1 4 . 5 67 2 5.3 2 1 82 9 2800 0 0 33 .2% -R ea din 0.2 gR d( 1 E) Ex Arm 3-R it eadin g Rd (E) 14.2 89.6% 650 502 16 C 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 5000 2400 5000 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 125.8% Loddon Bridge Gyratory - - N/A - - - - - - - - 125.8% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 14 - 1005 2023:1874 1061 94.7% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 14 - 545 2037 611 89.2% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 26 - 291 1920 896 32.5% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 27:26 - 445 1980:2059 1218 36.5% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 27 - 243 2120 1025 23.7% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 17 - 1152 1933:2073 1286 89.6% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 28 - 344 1918:2053 997 34.5% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 29 - 1699 1990:2130 1351 125.8% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 26 - 820 1980 924 70.5% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 26 - 879 2120 989 70.6% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 29 - 223 1980 1023 21.8% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 29 - 243 2120 1095 22.2% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 26 - 43 1947 941 4.6% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 26 - 474 2079 1005 47.2% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 26 - 0 2005 969 0.0% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 16 - 495 1945 648 76.3% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 16 - 491 2085:2085 999 49.1% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 19 - 536 1954 684 78.4% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 19 - 545 2155 754 72.3% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 23 - 257 1947 876 29.3% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 23 - 286 2079 936 30.6% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 23 - 222 2074 933 23.8% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 15 - 373 1954 554 67.4% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 15 - 326 2005 568 57.4% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 15 - 506 1947 552 91.7% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 15 - 712 2074:2145 861 82.7% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 798 1980 1353 59.0% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 247 2120 1449 17.1% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 827 1935 1322 62.5% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 2 2074 1417 0.1% Full Input Data And Results 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 905 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 656 Inf Inf 0.0% 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 1124 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1165 2500 2500 46.6% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 798 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 247 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 829 2500 2500 33.2% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 58.2 193.2 0.0 251.4 - - - - Loddon Bridge Gyratory - - 0 0 0 58.2 193.2 0.0 251.4 - - - - 1/2+1/1 1005 1005 - - - 5.5 7.2 - 12.7 45.5 8.8 7.2 15.9 1/3 545 545 - - - 3.0 3.7 - 6.7 44.6 8.6 3.7 12.3 2/1 291 291 - - - 0.8 0.2 - 1.1 13.0 3.0 0.2 3.2 2/3+2/2 445 445 - - - 1.1 0.3 - 1.4 11.6 2.2 0.3 2.4 2/4 243 243 - - - 0.6 0.2 - 0.8 11.3 2.4 0.2 2.5 3/1+3/2 1152 1152 - - - 5.7 4.1 - 9.8 30.6 10.1 4.1 14.2 4/1+4/2 344 344 - - - 0.8 0.3 - 1.1 11.5 2.9 0.3 3.2 4/3+4/4 1699 1351 - - - 15.2 176.6 - 191.8 406.5 31.2 176.6 207.8 5/1 652 652 - - - 1.1 0.0 - 1.1 6.3 2.5 0.0 2.5 5/2 699 699 - - - 1.2 0.0 - 1.2 6.3 2.7 0.0 2.7 6/1 223 223 - - - 0.3 0.0 - 0.3 4.7 0.7 0.0 0.7 6/2 243 243 - - - 0.3 0.0 - 0.3 4.7 0.8 0.0 0.8 7/1 43 43 - - - 0.1 0.0 - 0.1 10.2 0.7 0.0 0.7 7/2 474 474 - - - 1.9 0.0 - 1.9 14.7 7.6 0.0 7.6 7/3 0 0 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 8/1 495 495 - - - 1.3 0.0 - 1.3 9.5 2.2 0.0 2.2 8/2+8/3 491 491 - - - 3.0 0.0 - 3.0 21.9 3.7 0.0 3.7 8/4 536 536 - - - 1.8 0.0 - 1.8 11.8 3.2 0.0 3.2 8/5 545 545 - - - 1.6 0.0 - 1.6 10.6 2.5 0.0 2.5 9/1 257 257 - - - 0.7 0.0 - 0.7 10.4 4.2 0.0 4.2 9/2 286 286 - - - 0.8 0.0 - 0.8 10.6 4.7 0.0 4.7 9/3 222 222 - - - 0.3 0.0 - 0.3 4.1 0.5 0.0 0.5 Full Input Data And Results 10/1 373 373 - - - 2.4 0.0 - 2.4 23.1 5.3 0.0 5.3 10/2 326 326 - - - 2.3 0.0 - 2.3 25.5 5.1 0.0 5.1 10/3 506 506 - - - 2.2 0.0 - 2.2 15.6 5.6 0.0 5.6 10/5+10/4 712 712 - - - 3.0 0.0 - 3.0 15.0 2.5 0.0 2.5 11/1 798 798 - - - 0.3 0.0 - 0.3 1.1 1.5 0.0 1.5 11/2 247 247 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 827 827 - - - 0.3 0.0 - 0.3 1.3 2.3 0.0 2.3 12/2 2 2 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/1 821 821 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 572 572 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 944 944 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1165 1165 - - - 0.3 0.4 - 0.8 2.4 10.8 0.4 11.2 15/1 798 798 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 247 247 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 829 829 - - - 0.0 0.2 - 0.2 1.1 0.0 0.2 0.2 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 43.9 0.5 -39.8 -5.3 14.8 52.6 -39.8 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.30 11.61 203.41 21.50 13.30 0.25 251.41 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 3: '14' (FG4: 'PM Peak 2026 WBC Scenario C', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 27s 10 13s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 15s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 31 20 Stage Stream: 2 Stage 1 2 Duration 27 13 Change Point 49 26 Stage Stream: 3 Stage 1 2 Duration 15 28 Change Point 29 52 28s Full Input Data And Results Signal Timings Diagram 0 10 20 30 20 2 6:5 40 50 31 1 60 10 : 39 A B A B 26 2 10 : 27 Phases C E D D F F 29 1 9 : 28 H 10 : 13 8 : 15 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 Min: 7 2 Min: 7 I B 10 A 31s J 10 9s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 15s 9 G 27s C E 52 2 G J 1 49 1 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 31 9 Change Point 47 28 Stage Stream: 2 Stage 1 2 Duration 15 27 Change Point 23 47 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 39 28 Full Input Data And Results Signal Timings Diagram 0 10 20 30 28 2 10 : 31 40 10 : 9 50 60 47 1 A B I J A B I J 23 1 Phases 9 : 27 47 2 9 : 15 C D E F G K L M N P Q C D E F G K L M N P Q 28 2 6:5 10 : 39 39 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows Lane 2/3 + 2/2 Flows 2400 4000 4000 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 Ar m 2 1 15 0 72.8% 67.1% -R 0 -R 4 78 36 6 77 98 42 PRC: -3.7 % Total Traffic Delay: 60.3 pcuHr Controller: 1&2 Pe ds 2400 0 0 0 Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 Lane 5/1 Flows 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 363 89 44. 8% 550 4 .5 587 84. 1% 1 Arm 1 2.7 42 Low 3 er E arle Arm 4 yW 14 ay - Lo (S) we r 1 Ear l ey 29. Wa 0 7 y (S 8 .1 ) Ex % it 1 95 2 0 2400 2400 Lane 9/3 Flows 2400 2400 0 0 D 2400 0 2400 0 0 Lane 6/2 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 Ar m 0 8 22 62 6 12 -R 6 1 5 5 .2 .9 % ea % di ng Rd 2 0. .9 (E 8 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 Lane 8/4 Flows 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 1. 0 1. 3 6. 7% 0.3 7. 4% % 3 7. 0 E ry N rato - Gy (W )E xit 0 2400 9 Arm Rd 7.0% 8.3% 3.8% ea di ng 3 58 0.1% .1 % Loddon Bridge Gyratory Lane 11/1 Flows 1 2 3 4 5 67 80 39 6 11 0 3. .1 0 2400 53.1% 10.0% 1.6 0.7 0 1.3 50.7% 2.0 53.0% W tory N - Gyra Arm 8 Arm 7 - Gyratory SW 2 0 0 327 48 48 330 373 1 2 3 0.2 0.6 0.3 Ar m 1 2400 2400 3 2 1 ea 0. din g 0. 0 Rd 0 0. 0 (W 0. % )E 0% 43 xit 78 6 6 0 6.4 5.4 Arm 1 Reading Rd (W) Lane 10/1 Flows 2400 2400 57.5 57.3 % % 2.6 wer 2.8 1 Ear l e yW Arm 2 ay ( 6-L S owe ) In tern r Ea 2 al rley 1.7 Wa y 1 (N) 1. 1 Inte 88.6 r nal 67. 8 % 970 % 694 285 328 296 0 Lane 9/1 Flows - Lo 0 2400 2400 Arm 5 2400 A 0 6 02 323 0. 0 % 6 35 0. 0 Arm 0.0 % 13 0. 0 0.0 - Lo % 1 ww 0 . 2 er E 0 Arm arle 3 2yW Low 4 ay er E (N) 19. 3 arle Exi 7 y t Wa 20. 2 9 1.5 y (N 0 1 ) 93. % 3 9 % 6.9 70 694 57. 3% 396 532 0 550 587 0 E ry S rato - Gy 0 1 86 Arm % 478 8 7 .8 .6 1 423 5 % 135 76.7 4 % 8 . 6 .9 3 153 2 3 % 1.4 27.6 2 1.3 2 1 Arm 3 10 16 88 -R 0 43 ea d - Rea ding 11.4 2800 0 .5% i ng Rd ( Rd (E 87.5% 3.2 1 E) Ex it ) C 514 218 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 2400 2800 2800 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 93.3% Loddon Bridge Gyratory - - N/A - - - - - - - - 93.3% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 613 2023:1874 842 72.8% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 296 2037 441 67.1% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 27 - 532 1920 928 57.3% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 28:27 - 1090 1980:2059 1168 93.3% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 28 - 970 2120 1060 91.5% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 13 - 732 1933:2073 836 87.5% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 28 - 452 1918:2053 1010 44.8% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 29 - 1137 1990:2130 1352 84.1% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 550 1980 957 57.5% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 27 - 587 2120 1025 57.3% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 29 - 694 1980 1023 67.8% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 29 - 970 2120 1095 88.6% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 42 1947 1103 3.8% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 98 2079 1178 8.3% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 77 1939 1099 7.0% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 327 1945 616 53.1% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 15 - 96 2085:2085 965 10.0% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 18 - 330 1954 651 50.7% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 18 - 373 2112 704 53.0% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 67 1947 1006 6.7% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 80 2079 1074 7.4% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 396 2074 1072 37.0% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 15 - 153 1954 554 27.6% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 15 - 135 2005 568 23.8% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 15 - 423 1947 552 76.7% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 15 - 564 2074:2145 642 87.8% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 786 1980 1353 58.1% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 436 2120 1449 30.1% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 862 1935 1322 65.2% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 226 2074 1417 15.9% 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 602 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 323 Inf Inf 0.0% Full Input Data And Results 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 635 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 1952 2500 2500 78.1% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 786 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 436 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 1088 2500 2500 43.5% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 37.9 22.4 0.0 60.3 - - - - Loddon Bridge Gyratory - - 0 0 0 37.9 22.4 0.0 60.3 - - - - 1/2+1/1 613 613 - - - 3.7 1.3 - 5.0 29.6 5.1 1.3 6.4 1/3 296 296 - - - 1.8 1.0 - 2.8 33.8 4.4 1.0 5.4 2/1 532 532 - - - 1.6 0.7 - 2.3 15.6 6.2 0.7 6.9 2/3+2/2 1090 1090 - - - 3.8 6.1 - 9.8 32.5 13.9 6.1 20.0 2/4 970 970 - - - 3.7 4.9 - 8.6 31.9 14.8 4.9 19.7 3/1+3/2 732 732 - - - 4.0 3.3 - 7.3 35.8 8.1 3.3 11.4 4/1+4/2 452 452 - - - 1.1 0.4 - 1.6 12.4 4.1 0.4 4.5 4/3+4/4 1137 1137 - - - 3.2 2.6 - 5.8 18.2 10.1 2.6 12.7 5/1 550 550 - - - 1.1 0.0 - 1.1 7.3 2.6 0.0 2.6 5/2 587 587 - - - 1.2 0.0 - 1.2 7.3 2.8 0.0 2.8 6/1 694 694 - - - 0.5 0.0 - 0.5 2.5 1.1 0.0 1.1 6/2 970 970 - - - 0.8 0.0 - 0.8 2.8 1.7 0.0 1.7 7/1 42 42 - - - 0.0 0.0 - 0.0 1.9 0.3 0.0 0.3 7/2 98 98 - - - 0.1 0.0 - 0.1 2.3 0.6 0.0 0.6 7/3 77 77 - - - 0.1 0.0 - 0.1 3.7 0.2 0.0 0.2 8/1 327 327 - - - 0.9 0.0 - 0.9 10.0 1.6 0.0 1.6 8/2+8/3 96 96 - - - 0.6 0.0 - 0.6 24.3 0.7 0.0 0.7 8/4 330 330 - - - 0.8 0.0 - 0.8 8.6 1.3 0.0 1.3 8/5 373 373 - - - 0.8 0.0 - 0.8 8.0 2.0 0.0 2.0 9/1 67 67 - - - 0.1 0.0 - 0.1 7.8 1.0 0.0 1.0 9/2 80 80 - - - 0.2 0.0 - 0.2 7.9 1.3 0.0 1.3 9/3 396 396 - - - 0.1 0.0 - 0.1 1.2 0.3 0.0 0.3 Full Input Data And Results 10/1 153 153 - - - 0.7 0.0 - 0.7 16.2 1.3 0.0 1.3 10/2 135 135 - - - 0.8 0.0 - 0.8 20.5 1.4 0.0 1.4 10/3 423 423 - - - 2.4 0.0 - 2.4 20.3 6.9 0.0 6.9 10/5+10/4 564 564 - - - 1.0 0.0 - 1.0 6.1 1.6 0.0 1.6 11/1 786 786 - - - 0.4 0.0 - 0.4 1.8 3.0 0.0 3.0 11/2 436 436 - - - 0.0 0.0 - 0.0 0.0 0.1 0.0 0.1 12/1 862 862 - - - 0.5 0.0 - 0.5 2.2 2.9 0.0 2.9 12/2 226 226 - - - 0.0 0.0 - 0.0 0.6 0.8 0.0 0.8 13/1 602 602 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 323 323 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 635 635 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 1952 1952 - - - 1.9 1.8 - 3.7 6.8 27.2 1.8 29.0 15/1 786 786 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 436 436 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 1088 1088 - - - 0.0 0.4 - 0.4 1.3 2.8 0.4 3.2 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 38.1 2.8 1.6 23.6 -3.7 54.9 -3.7 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.55 7.72 13.35 7.99 26.22 0.40 60.32 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 Full Input Data And Results Scenario 4: '20' (FG6: 'PM Peak 2026 WBC Scenario C + 421dw Dev', Plan 1: 'AM + PM Peak') C1 Stage Sequence Diagram Stage Stream: 1 1 Min: 7 2 Min: 5 A B 10 39s 6 5s Stage Stream: 2 1 Min: 7 2 C Min: 7 D F E 10 27s 10 13s Stage Stream: 3 1 Min: 7 2 Min: 7 G J I 8 14s 9 H K Stage Timings Stage Stream: 1 Stage 1 2 Duration 39 5 Change Point 31 20 Stage Stream: 2 Stage 1 2 Duration 27 13 Change Point 49 26 Stage Stream: 3 Stage 1 2 Duration 14 29 Change Point 30 52 29s Full Input Data And Results Signal Timings Diagram 0 10 20 30 20 2 6:5 40 50 31 1 60 10 : 39 A B A B 26 2 10 : 27 Phases C E D D F F 30 1 9 : 29 H 10 : 13 8 : 14 G I I K K 0 10 20 30 40 Time in cycle (sec) C2 Stage Sequence Diagram Stage Stream: 1 Min: 7 2 Min: 7 I B 10 A 31s J 10 9s Stage Stream: 2 1 Min: 7 2 Min: 7 E F N Q P C D M K L 9 14s 9 G 28s C E 52 2 G J 1 49 1 50 60 H J Full Input Data And Results Stage Stream: 3 1 Min: 7 2 Min: 5 O 10 39s H 6 5s Stage Timings Stage Stream: 1 Stage 1 2 Duration 31 9 Change Point 47 28 Stage Stream: 2 Stage 1 2 Duration 14 28 Change Point 24 47 Stage Stream: 3 Stage 1 2 Duration 39 5 Change Point 39 28 Full Input Data And Results Signal Timings Diagram 0 10 20 30 28 2 10 : 31 40 10 : 9 50 60 47 1 A B I J A B I J 24 1 Phases 9 : 28 47 2 9 : 14 C D E F G K L M N P Q C D E F G K L M N P Q 28 2 6:5 10 : 39 39 1 H O H O 0 10 20 30 40 Time in cycle (sec) 50 60 Full Input Data And Results Network Layout Diagram Lane 1/2 + 1/1 Flows 4000 4000 Lane 8/1 Flows 2400 B 2400 Lane 2/4 Flows 2400 0 Lane 1/3 Flows Lane 8/5 Flows 2400 2400 0 0 2 1 15 0. 0. 0 0 -R Arm 1 Readin g Rd ea din g 0 1 2 3 4 5 1.4 54.3% 0.9 317 11.4% 53 1.5 53 55.3% 2.3 342 % 58.5 W 392 tory N - Gyra Arm 8 1 2 3 6.8 5.9 (W) Rd (W )E 44 xit 3 79 6 0 -R Rd 58 .6% .8 % PRC: -5.1 % Total Traffic Delay: 65.7 pcuHr Controller: 1&2 )E xit s Lane 8/4 Flows 2400 2400 Lane 11/1 Flows 2400 0 2400 2400 0 0 0 Lane 7/2 Flows 2400 0 Lane 4/1 + 4/2 Flows Lane 4/1 + 4/2 Flows 4000 4000 4000 4000 0 0 0 0 Lane 5/1 Flows 2400 0 2400 0 Lane 4/3 + 4/4 Flows 5000 5000 0 0 380 89 45. 1% 572 4.5 613 85. 6% 1 Arm 13. 42 6 Low 3 er E a r le Arm 4 yW 14 ay - Lo (S) wer 1 Ear ley 32 . Wa 0 y (S 82 . ) Ex 9% it 207 2 0 D 0 Lane 9/3 Flows 2400 2400 0 0 2400 0 2400 0 0 Lane 6/2 Flows 2400 0 Lane 12/1 Flows 2400 0 2400 0 0 Lane 10/3 Flows 2400 Lane 14/1 Flows 4000 2400 4000 0 0 0 0 2400 0 8 21 74 4 12 -R 6 15 6.1 .1 % ea % di ng R 3 d 0. .1 (E 5 )E 1 xi tP 2 ed s Lane 16/1 Flows 2800 Ar m 1 2 3 Arm 4 79 43 6 Pe d 83 110 24 Loddon Bridge Gyratory (W Ar m 1 .3 1 .5 8 .3 % 0 .4 8. 8% % 3 7 .0 E ry N rato - Gy in g 0 0 9 Arm 30 7.6% 9.3% 2.2% ea d 0 Lane 2/1 Flows 2400 Lane 11/1 Flows 83 95 3 96 11 0. 2. 0 3 Arm 7 - Gyratory SW 2 1 0.3 0.8 0.2 Ar m Lane 2/3 + 2/2 Flows 4000 4000 2400 2400 3 2 1 0. 0. 0% 0% 0 2400 2 .7 2.9 1 Ear l e yW Ar m 2 ay ( 6-L S owe ) In tern r Ea 2 al rley 1 .8 Way 1 (N) 1 .2 In te 9 0 .3 rnal 6 9 .3 % 102 % 1 7 32 Ar m 0 75.2% 70.0% Lane 10/1 Flows 2400 2400 Low er 293 338 309 0 Lane 9/1 Flows 57.8 57.8 % % 0 2400 2400 5- 2400 A 0 603 339 0 .0 % 6 0 .0 6 Arm 6 0 .0 % 13 0 .0 0 .0 - Lo % 1 ww 0 .0 2 er E Arm a r 3 2ley Low Wa 4 er E y (N 2 1. 3 arle )E 5 xit yW 2 2. 2 9 3. ay 0 2 (N) 1 9 4. % 1 5% 021 6 .7 7 32 55 . 4% 3 96 5 32 0 572 613 0 SE tory Gyra 0 1 104 Arm % 467 91.8 2.3 416 5 % 145 80.1 4 % 8 6. 174 27.1 3 % 7 . 4 1 33. 2 5 . 1 2 1 Arm 3 10 16 88 -R 11.9 0 43 ea d - Rea ding 2800 0 .5% ing Rd 2 .5 (E 1 )E xit Rd (E ) 88.7% C 521 211 1 Lane 8/2 + 8/3 Flows Lane 7/2 Flows Lane 10/5 + 10/4 Flows 5000 5000 2400 2400 2800 2800 0 0 0 0 0 0 Lane 10/1 Flows 2400 0 2400 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Lane 3/1 + 3/2 Flows 4000 4000 0 0 Full Input Data And Results Network Results Item Lane Description Lane Type Controller Stream Position In Filtered Route Full Phase Arrow Phase Num Greens Total Green (s) Arrow Green (s) Demand Flow (pcu) Sat Flow (pcu/Hr) Capacity (pcu) Deg Sat (%) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - N/A - - - - - - - - 94.5% Loddon Bridge Gyratory - - N/A - - - - - - - - 94.5% 1/2+1/1 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 631 2023:1874 839 75.2% 1/3 Reading Rd (W) Ahead U 2:1 N/A C2:B 1 9 - 309 2037 441 70.0% 2/1 Lower Earley Way (N) Left U 2:2 N/A C2:F 1 28 - 532 1920 960 55.4% 2/3+2/2 Lower Earley Way (N) Ahead Ahead2 U 2:2 N/A C2:E C2:F 1 29:28 - 1128 1980:2059 1193 94.5% 2/4 Lower Earley Way (N) Ahead U 2:2 N/A C2:E 1 29 - 1021 2120 1095 93.2% 3/1+3/2 Reading Rd (E) Ahead U 1:2 N/A C1:F 1 13 - 732 1933:2073 825 88.7% 4/1+4/2 Lower Earley Way (S) Ahead Left U 1:3 N/A C1:H 1 29 - 469 1918:2053 1040 45.1% 4/3+4/4 Lower Earley Way (S) Ahead U 1:3 N/A C1:K 1 30 - 1185 1990:2130 1385 85.6% 5/1 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 28 - 572 1980 990 57.8% 5/2 Lower Earley Way (S) Internal Ahead U 2:2 N/A C2:G 1 28 - 613 2120 1060 57.8% 6/1 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 30 - 732 1980 1056 69.3% 6/2 Lower Earley Way (N) Internal Ahead U 1:3 N/A C1:G 1 30 - 1021 2120 1131 90.3% Full Input Data And Results 7/1 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 24 1947 1103 2.2% 7/2 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 110 2079 1178 9.3% 7/3 Gyratory SW Right U 2:1 N/A C2:A 1 31 - 83 1939 1099 7.6% 8/1 Gyratory NW Left U 2:2 N/A C2:C 1 14 - 317 1945 583 54.3% 8/2+8/3 Gyratory NW Left U 2:2 N/A C2:C 1 14 - 106 2085:2085 930 11.4% 8/4 Gyratory NW Right U 2:2 N/A C2:D 1 17 - 342 1954 619 55.3% 8/5 Gyratory NW Right Right2 U 2:2 N/A C2:D 1 17 - 392 2116 670 58.5% 9/1 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 83 1947 1006 8.3% 9/2 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 95 2079 1074 8.8% 9/3 Gyratory NE Right U 1:2 N/A C1:C 1 27 - 396 2074 1072 37.0% 10/1 Gyratory SE Left U 1:3 N/A C1:I 1 14 - 174 1954 521 33.4% 10/2 Gyratory SE Left U 1:3 N/A C1:I 1 14 - 145 2005 535 27.1% 10/3 Gyratory SE Right U 1:3 N/A C1:J 1 14 - 416 1947 519 80.1% 10/5+10/4 Gyratory SE Right Right2 U 1:3 N/A C1:J 1 14 - 571 2074:2145 622 91.8% 11/1 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 796 1980 1353 58.8% 11/2 Reading Rd (W) Exit Peds Ahead U 2:3 N/A C2:H 1 39 - 443 2120 1449 30.6% 12/1 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 874 1935 1322 66.1% 12/2 Reading Rd (E) Exit Peds Ahead U 1:1 N/A C1:A 1 39 - 214 2074 1417 15.1% 13/1 Lowwer Earley Way (N) Exit U N/A N/A - - - - 603 Inf Inf 0.0% 13/2 Lowwer Earley Way (N) Exit U N/A N/A - - - - 339 Inf Inf 0.0% Full Input Data And Results 13/3 Lowwer Earley Way (N) Exit U N/A N/A - - - - 666 Inf Inf 0.0% 14/1 Lower Earley Way (S) Exit U N/A N/A - - - - 2072 2500 2500 82.9% 15/1 Reading Rd (W) Exit U N/A N/A - - - - 796 Inf Inf 0.0% 15/2 Reading Rd (W) Exit U N/A N/A - - - - 443 Inf Inf 0.0% 16/1 Reading Rd (E) Exit U N/A N/A - - - - 1088 2500 2500 43.5% Full Input Data And Results Item Arriving (pcu) Leaving (pcu) Turners In Gaps (pcu) Turners When Unopposed (pcu) Turners In Intergreen (pcu) Uniform Delay (pcuHr) Rand + Oversat Delay (pcuHr) Storage Area Uniform Delay (pcuHr) Total Delay (pcuHr) Av. Delay Per PCU (s/pcu) Max. Back of Uniform Queue (pcu) Rand + Oversat Queue (pcu) Mean Max Queue (pcu) Network: Loddon Bridge Gyratory (Reading Rd / Lower Earley Way N) - - 0 0 0 39.7 26.0 0.0 65.7 - - - - Loddon Bridge Gyratory - - 0 0 0 39.7 26.0 0.0 65.7 - - - - 1/2+1/1 631 631 - - - 3.9 1.5 - 5.4 30.5 5.3 1.5 6.8 1/3 309 309 - - - 1.9 1.1 - 3.0 35.1 4.7 1.1 5.9 2/1 532 532 - - - 1.5 0.6 - 2.2 14.6 6.1 0.6 6.7 2/3+2/2 1128 1128 - - - 3.8 7.1 - 10.9 34.8 14.9 7.1 22.0 2/4 1021 1021 - - - 3.8 5.9 - 9.8 34.4 15.6 5.9 21.5 3/1+3/2 732 732 - - - 4.0 3.6 - 7.6 37.6 8.2 3.6 11.9 4/1+4/2 469 469 - - - 1.1 0.4 - 1.5 11.8 4.1 0.4 4.5 4/3+4/4 1185 1185 - - - 3.2 2.9 - 6.0 18.4 10.8 2.9 13.6 5/1 572 572 - - - 1.1 0.0 - 1.1 7.1 2.7 0.0 2.7 5/2 613 613 - - - 1.2 0.0 - 1.2 7.1 2.9 0.0 2.9 6/1 732 732 - - - 0.5 0.0 - 0.5 2.5 1.2 0.0 1.2 6/2 1021 1021 - - - 0.8 0.0 - 0.8 2.8 1.8 0.0 1.8 7/1 24 24 - - - 0.0 0.0 - 0.0 1.7 0.2 0.0 0.2 7/2 110 110 - - - 0.1 0.0 - 0.1 2.3 0.8 0.0 0.8 7/3 83 83 - - - 0.1 0.0 - 0.1 3.9 0.3 0.0 0.3 8/1 317 317 - - - 0.8 0.0 - 0.8 9.7 1.4 0.0 1.4 8/2+8/3 106 106 - - - 0.8 0.0 - 0.8 26.9 0.9 0.0 0.9 8/4 342 342 - - - 0.9 0.0 - 0.9 9.9 1.5 0.0 1.5 8/5 392 392 - - - 1.0 0.0 - 1.0 9.1 2.3 0.0 2.3 9/1 83 83 - - - 0.2 0.0 - 0.2 8.0 1.3 0.0 1.3 9/2 95 95 - - - 0.2 0.0 - 0.2 8.1 1.5 0.0 1.5 9/3 396 396 - - - 0.2 0.0 - 0.2 1.7 0.4 0.0 0.4 Full Input Data And Results 10/1 174 174 - - - 0.9 0.0 - 0.9 17.8 1.5 0.0 1.5 10/2 145 145 - - - 0.9 0.0 - 0.9 22.9 1.7 0.0 1.7 10/3 416 416 - - - 2.5 0.0 - 2.5 21.5 6.8 0.0 6.8 10/5+10/4 571 571 - - - 1.1 0.0 - 1.1 6.9 2.3 0.0 2.3 11/1 796 796 - - - 0.4 0.0 - 0.4 1.7 2.3 0.0 2.3 11/2 443 443 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 12/1 874 874 - - - 0.5 0.0 - 0.5 2.2 3.1 0.0 3.1 12/2 214 214 - - - 0.0 0.0 - 0.0 0.3 0.5 0.0 0.5 13/1 603 603 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/2 339 339 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 13/3 666 666 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 14/1 2072 2072 - - - 2.3 2.4 - 4.7 8.2 29.6 2.4 32.0 15/1 796 796 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 15/2 443 443 - - - 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 16/1 1088 1088 - - - 0.0 0.4 - 0.4 1.3 2.1 0.4 2.5 C1 C1 C1 C2 C2 C2 Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): Stream: 1 PRC for Signalled Lanes (%): Stream: 2 PRC for Signalled Lanes (%): Stream: 3 PRC for Signalled Lanes (%): PRC Over All Lanes (%): 36.2 1.5 -2.0 19.6 -5.1 53.0 -5.1 Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay for Signalled Lanes (pcuHr): Total Delay Over All Lanes(pcuHr): 0.55 8.22 14.23 8.53 28.71 0.37 65.69 Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): Cycle Time (s): 60 60 60 60 60 60 APPENDIX E PICADY Outputs -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 1 -------------------------------------------------------------------------------TRL LIMITED (C) COPYRIGHT 2006 CAPACITIES, QUEUES, AND DELAYS AT 3 OR 4-ARM MAJOR/MINOR PRIORITY JUNCTIONS PICADY 5.1 ANALYSIS PROGRAM RELEASE 4.0 (SEPT 2008) 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: 770356 EMAIL: [email protected] -------------------------------------------------------- THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF HIS/HER RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION Run with file:"T:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Tech\Junction Assessments\ Picady\A329 Reading Road - Woodward Close Scenario C.vpi" (drive-on-the-left) at 17:39:49 on Tuesday, 13 December 2011 RUN INFORMATION *************** RUN TITLE LOCATION DATE CLIENT ENUMERATOR JOB NUMBER STATUS DESCRIPTION : : : : : : : : A329 Reading Road - Woodward Close 2026 Scenario C Winnersh 24/10/11 Taylor Wimpey hotdesk [ITRANS-BAS16] ITB6076 Preliminary 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 A329 Reading Road (North) ARM B IS Woodward Close ARM C IS A329 Reading Road (South) STREAM LABELLING CONVENTION --------------------------STREAM A-B CONTAINS TRAFFIC GOING FROM ARM STREAM B-AC CONTAINS TRAFFIC GOING FROM ARM ETC. A TO ARM B B TO ARM A AND TO ARM C -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 2 -------------------------------------------------------------------------------GEOMETRIC DATA --------------------------------------------------------------------------------------------------I DATA ITEM I MINOR ROAD B I -------------------------------------------------------------------------------------I TOTAL MAJOR ROAD CARRIAGEWAY WIDTH I ( W ) 7.00 M. I I CENTRAL RESERVE WIDTH I (WCR ) 0.00 M. I I I I I MAJOR ROAD RIGHT TURN - WIDTH I (WC-B) 3.00 M. I I - VISIBILITY I (VC-B) 80.00 M. I I - BLOCKS TRAFFIC I YES I I I I I MINOR ROAD - VISIBILITY TO LEFT I (VB-C) 80.0 M. I I - VISIBILITY TO RIGHT I (VB-A) 30.0 M. I I - LANE 1 WIDTH I (WB-C) I I - LANE 2 WIDTH I (WB-A) I I WIDTH AT 0 M FROM JUNCTION I 10.00 M. I I WIDTH AT 5 M FROM JUNCTION I 5.20 M. I I WIDTH AT 10 M FROM JUNCTION I 5.10 M. I I WIDTH AT 15 M FROM JUNCTION I 4.95 M. I I WIDTH AT 20 M FROM JUNCTION I 4.80 M. I I - LENGTH OF FLARED SECTION I DERIVED: 3 PCU 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 0.00 0.00 0.00 I --------------------------------------------------------* Due to the presence of a flare, data is not available -------------------------------------------------------------------------------------------------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 0.00 0.00 0.00 0.00 0.00 I -------------------------------------------------------------------------------------------------* Due to the presence of a flare, data is not available --------------------------------------------------------I Intercept For Slope For Opposing Slope For Opposing I I STREAM C-B STREAM A-C STREAM A-B I --------------------------------------------------------I 674.30 0.25 0.25 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: A329 Reading Road - Woodward Close 2026 Scenario C AM Peak TIME PERIOD BEGINS 07.45 AND ENDS LENGTH OF TIME PERIOD LENGTH OF TIME SEGMENT - 09.15 90 MIN. 15 MIN. 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 I I I I I I I -----------------------------------------------------------------------------------I ARM A I 15.00 I 45.00 I 75.00 I 11.90 I 17.85 I 11.90 I I ARM B I 15.00 I 45.00 I 75.00 I 1.02 I 1.54 I 1.02 I I ARM C I 15.00 I 45.00 I 75.00 I 9.00 I 13.50 I 9.00 I ------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 3 -------------------------------------------------------------------------------Demand set: Development AM - 421 dwellings TIME PERIOD BEGINS 07.45 AND ENDS LENGTH OF TIME PERIOD LENGTH OF TIME SEGMENT - 09.15 90 MIN. 15 MIN. 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 I I I I I I I -----------------------------------------------------------------------------------I ARM A I 15.00 I 45.00 I 75.00 I 0.00 I 0.00 I 0.00 I I ARM B I 15.00 I 45.00 I 75.00 I 2.44 I 3.66 I 2.44 I I ARM C I 15.00 I 45.00 I 75.00 I 0.86 I 1.29 I 0.86 I -----------------------------------------------------------------------------------Demand set: A329 Reading Road - Woodward Close 2026 Scenario C AM Peak ----------------------------------------------------------I I TURNING PROPORTIONS I I I TURNING COUNTS 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 0.023 I 0.977 I I I I 0.0 I 22.0 I 930.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.195 I 0.000 I 0.805 I I I I 16.0 I 0.0 I 66.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.992 I 0.008 I 0.000 I I I I 714.0 I 6.0 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 Demand set: Development AM - 421 dwellings ----------------------------------------------------------I I TURNING PROPORTIONS I I I TURNING COUNTS 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 0.000 I 0.000 I I I I 0.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.000 I 0.000 I 1.000 I I I I 0.0 I 0.0 I 195.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.000 I 1.000 I 0.000 I I I I 0.0 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 ----------------------------------------------------------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 -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------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-C 3.27 9.19 0.357 0.00 0.54 7.7 0.17 I I B-A 0.20 3.57 0.056 0.00 0.06 0.8 0.30 I I C-AB 0.94 8.25 0.114 0.00 0.13 1.9 0.14 I I A-B 0.28 I I A-C 11.67 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-C 3.91 8.49 0.461 0.54 0.83 11.9 0.22 I I B-A 0.24 2.85 0.084 0.06 0.09 1.3 0.38 I I C-AB 1.12 7.67 0.146 0.13 0.17 2.6 0.15 I I A-B 0.33 I I A-C 13.93 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 08.15-08.30 I I B-C 4.79 7.49 0.640 0.83 1.67 22.8 0.36 I I B-A 0.29 1.78 0.165 0.09 0.19 2.6 0.67 I I C-AB 1.38 6.87 0.200 0.17 0.25 3.8 0.18 I I A-B 0.40 I I A-C 17.07 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 08.30-08.45 I I B-C 4.79 7.48 0.640 1.67 1.72 25.5 0.37 I I B-A 0.29 1.77 0.166 0.19 0.19 2.9 0.68 I I C-AB 1.38 6.87 0.200 0.25 0.25 3.8 0.18 I I A-B 0.40 I I A-C 17.07 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 08.45-09.00 I I B-C 3.91 8.48 0.461 1.72 0.88 14.0 0.22 I I B-A 0.24 2.84 0.084 0.19 0.09 1.5 0.39 I I C-AB 1.12 7.67 0.146 0.25 0.17 2.6 0.15 I I A-B 0.33 I I A-C 13.93 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 09.00-09.15 I I B-C 3.27 9.18 0.357 0.88 0.56 8.8 0.17 I I B-A 0.20 3.56 0.056 0.09 0.06 1.0 0.30 I I C-AB 0.94 8.25 0.114 0.17 0.13 2.0 0.14 I I A-B 0.28 I I A-C 11.67 I I I -----------------------------------------------------------------------------------------------------------------*WARNING* NO MARGINAL ANALYSIS OF CAPACITIES AS MAJOR ROAD BLOCKING MAY OCCUR -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 5 -------------------------------------------------------------------------------QUEUE FOR STREAM B-C ------------------------TIME NO. OF SEGMENT VEHICLES ENDING IN QUEUE 08.00 0.5 * 08.15 0.8 * 08.30 1.7 ** 08.45 1.7 ** 09.00 0.9 * 09.15 0.6 * QUEUE FOR STREAM B-A ------------------------TIME NO. OF SEGMENT VEHICLES ENDING 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 QUEUE FOR STREAM C-AB ------------------------TIME NO. OF SEGMENT VEHICLES ENDING IN QUEUE 08.00 0.1 08.15 0.2 08.30 0.3 08.45 0.3 09.00 0.2 09.15 0.1 -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 6 -------------------------------------------------------------------------------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-C I 359.2 I 239.5 I 90.8 I 0.25 I 90.8 I 0.25 I I B-A I 22.0 I 14.7 I 10.0 I 0.46 I 10.0 I 0.46 I I C-AB I 103.2 I 68.8 I 16.6 I 0.16 I 16.6 I 0.16 I I A-B I 30.3 I 20.2 I I I I I I A-C I 1280.1 I 853.4 I I I I I --------------------------------------------------------------------------I ALL I 2777.6 I 1851.8 I 117.4 I 0.04 I 117.4 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 RUN******* .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 0.00 0.00 0.00 I --------------------------------------------------------* Due to the presence of a flare, data is not available -------------------------------------------------------------------------------------------------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 0.00 0.00 0.00 0.00 0.00 I -------------------------------------------------------------------------------------------------* Due to the presence of a flare, data is not available --------------------------------------------------------I Intercept For Slope For Opposing Slope For Opposing I I STREAM C-B STREAM A-C STREAM A-B I --------------------------------------------------------I 674.30 0.25 0.25 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: A329 Reading Road - Woodward Close 2026 Scenario C PM Peak TIME PERIOD BEGINS 16.45 AND ENDS LENGTH OF TIME PERIOD LENGTH OF TIME SEGMENT - 90 MIN. 15 MIN. 18.15 -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 7 -------------------------------------------------------------------------------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 I I I I I I I -----------------------------------------------------------------------------------I ARM A I 15.00 I 45.00 I 75.00 I 10.27 I 15.41 I 10.27 I I ARM B I 15.00 I 45.00 I 75.00 I 0.74 I 1.11 I 0.74 I I ARM C I 15.00 I 45.00 I 75.00 I 8.69 I 13.03 I 8.69 I -----------------------------------------------------------------------------------Demand set: Development PM - 421 dwellings TIME PERIOD BEGINS 16.45 AND ENDS LENGTH OF TIME PERIOD LENGTH OF TIME SEGMENT - 18.15 90 MIN. 15 MIN. 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 I I I I I I I -----------------------------------------------------------------------------------I ARM A I 15.00 I 45.00 I 75.00 I 0.00 I 0.00 I 0.00 I I ARM B I 15.00 I 45.00 I 75.00 I 1.26 I 1.89 I 1.26 I I ARM C I 15.00 I 45.00 I 75.00 I 2.31 I 3.47 I 2.31 I -----------------------------------------------------------------------------------Demand set: A329 Reading Road - Woodward Close 2026 Scenario C PM Peak ----------------------------------------------------------I I TURNING PROPORTIONS I I I TURNING COUNTS 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 0.033 I 0.967 I I I I 0.0 I 27.0 I 795.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.102 I 0.000 I 0.898 I I I I 6.0 I 0.0 I 53.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.947 I 0.053 I 0.000 I I I I 658.0 I 37.0 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 Demand set: Development PM - 421 dwellings ----------------------------------------------------------I I TURNING PROPORTIONS I I I TURNING COUNTS 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 0.000 I 0.000 I I I I 0.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.000 I 0.000 I 1.000 I I I I 0.0 I 0.0 I 101.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.000 I 1.000 I 0.000 I I I I 0.0 I 185.0 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 -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 8 -------------------------------------------------------------------------------QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT -------------------------------------------------------FOR COMBINED DEMAND SETS AND FOR TIME PERIOD 2 -----------------------------------------------------------------------------------------------------------------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 16.45-17.00 I I B-C 1.93 9.80 0.197 0.00 0.24 3.5 0.13 I I B-A 0.08 3.45 0.022 0.00 0.02 0.3 0.30 I I C-AB 2.79 8.66 0.322 0.00 0.48 7.1 0.17 I I A-B 0.34 I I A-C 9.98 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 17.00-17.15 I I B-C 2.31 9.22 0.250 0.24 0.33 4.8 0.14 I I B-A 0.09 2.75 0.033 0.02 0.03 0.5 0.38 I I C-AB 3.33 8.16 0.408 0.48 0.72 10.8 0.21 I I A-B 0.40 I I A-C 11.91 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 17.15-17.30 I I B-C 2.83 8.40 0.337 0.33 0.50 7.2 0.18 I I B-A 0.11 1.78 0.062 0.03 0.06 0.9 0.60 I I C-AB 4.07 7.47 0.545 0.72 1.42 20.6 0.29 I I A-B 0.50 I I A-C 14.59 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 17.30-17.45 I I B-C 2.83 8.39 0.337 0.50 0.50 7.5 0.18 I I B-A 0.11 1.76 0.062 0.06 0.07 1.0 0.61 I I C-AB 4.07 7.47 0.545 1.42 1.46 22.5 0.30 I I A-B 0.50 I I A-C 14.59 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 17.45-18.00 I I B-C 2.31 9.22 0.250 0.50 0.34 5.2 0.15 I I B-A 0.09 2.73 0.033 0.07 0.03 0.6 0.38 I I C-AB 3.33 8.16 0.408 1.46 0.77 11.8 0.21 I I A-B 0.40 I I A-C 11.91 I I I ------------------------------------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG T:\.. \Picady\A329 Reading Road - Woodward Close Scenario C.vpo - Page 9 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------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 18.00-18.15 I I B-C 1.93 9.80 0.197 0.34 0.25 3.8 0.13 I I B-A 0.08 3.44 0.022 0.03 0.02 0.4 0.30 I I C-AB 2.79 8.66 0.322 0.77 0.50 7.5 0.17 I I A-B 0.34 I I A-C 9.98 I I I -----------------------------------------------------------------------------------------------------------------*WARNING* NO MARGINAL ANALYSIS OF CAPACITIES AS MAJOR ROAD BLOCKING MAY OCCUR QUEUE FOR STREAM B-C ------------------------TIME NO. OF SEGMENT VEHICLES ENDING IN QUEUE 17.00 0.2 17.15 0.3 17.30 0.5 17.45 0.5 * 18.00 0.3 18.15 0.2 QUEUE FOR STREAM B-A ------------------------TIME NO. OF SEGMENT VEHICLES ENDING IN QUEUE 17.00 0.0 17.15 0.0 17.30 0.1 17.45 0.1 18.00 0.0 18.15 0.0 QUEUE FOR STREAM C-AB ------------------------TIME NO. OF SEGMENT VEHICLES ENDING IN QUEUE 17.00 0.5 17.15 0.7 * 17.30 1.4 * 17.45 1.5 * 18.00 0.8 * 18.15 0.5 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-C I 212.0 I 141.3 I 32.1 I 0.15 I 32.1 I 0.15 I I B-A I 8.3 I 5.5 I 3.5 I 0.43 I 3.5 I 0.43 I I C-AB I 305.6 I 203.7 I 80.2 I 0.26 I 80.2 I 0.26 I I A-B I 37.2 I 24.8 I I I I I I A-C I 1094.3 I 729.5 I I I I I --------------------------------------------------------------------------I ALL I 2562.9 I 1708.6 I 115.9 I 0.05 I 115.9 I 0.05 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 RUN******* ============================================= end of file =============================================== Printed at 17:40:11 on 13/12/2011] APPENDIX F ARCADY Outputs -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 1 -------------------------------------------------------------------------------___________________ A R C A D Y 6 ___________________ ASSESSMENT OF ROUNDABOUT CAPACITY AND DELAY Analysis Program: Release 7.0 (FEBRUARY 2010) (c) Copyright TRL Limited, 2010 Adapted from ARCADY/3 which is Crown Copyright by permission of the controller of HMSO ______________________________________________________ For sales and distribution information, program advice and maintenance, contact: TRL Limited Crowthorne House Nine Mile Ride Wokingham, Berks. RG40 3GA,UK Tel: Fax: Email: Web: +44 (0) 1344 770758 +44 (0) 1344 770356 [email protected] www.trlsoftware.co.uk --------------------------------------------------------------------------------THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF THEIR RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION --------------------------------------------------------------------------------Run with file:"t:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Tech\Junction Assessments\ Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vai" (drive-on-the-left ) at 11:41:03 on Tuesday, 20 December 2011 FILE PROPERTIES *************** RUN TITLE: LOCATION: DATE: CLIENT: ENUMERATOR: JOB NUMBER: STATUS: DESCRIPTION: A329 Reading Road - Winnersh Relief Road Phase II Junction - 2026 AM Peak Winnersh 21/10/11 Taylor Wimpey Southern Counties ITB6076 Preliminary INPUT DATA ********** ARM A - A329 Reading Road (North) ARM B - A329 Reading Road (South) ARM C - Winnersh Relief Road GEOMETRIC DATA ------------------------------------------------------------------------------------------------------------------------------------ T5 I ARM I V (M) I E (M) I L (M) I R (M) I D (M) I PHI (DEG) I SLOPE I INTERCEPT (PCU/MIN) I ----------------------------------------------------------------------------------------------------------------------I ARM A I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM B I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM C I 3.65 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.603 I 32.530 I ----------------------------------------------------------------------------------------------------------------------V = approach half-width E = entry width L = effective flare length R = entry radius TRAFFIC DEMAND DATA ------------------Only sets included in the current run are shown SCALING FACTORS ----------------------- T13 IARM I FLOW SCALE(%) I ----------------------I A I 100 I I B I 100 I I C I 100 I ----------------------TIME PERIOD BEGINS(07.45)AND ENDS(09.15) D = inscribed circle diameter PHI = entry angle -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 2 -------------------------------------------------------------------------------LENGTH OF TIME PERIOD -( 90) MINUTES LENGTH OF TIME SEGMENT - (15) MINUTES DEMAND FLOW PROFILES ARE SYNTHESISED FROM THE TURNING COUNT DATA DEMAND SET TITLE: 2026 AM Peak Scenario C ------------------------------------------------------------------------------ T15 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 I I I I I 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 12.45 I 18.67 I 12.45 I I ARM B I 15.00 I 45.00 I 75.00 I 17.17 I 25.76 I 17.17 I I ARM C I 15.00 I 45.00 I 75.00 I 8.02 I 12.04 I 8.02 I ------------------------------------------------------------------------------ DEMAND SET TITLE: 2026 AM Peak Scenario C ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.964 I 0.036 I I I I 0.0 I 960.0 I 36.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.520 I 0.000 I 0.480 I I I I 715.0 I 0.0 I 659.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.008 I 0.992 I 0.000 I I I I 5.0 I 637.0 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 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- T70 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 ARM A 12.50 27.37 0.457 - 0.0 0.8 12.1 0.067 I I ARM B 17.24 31.88 0.541 - 0.0 1.2 16.9 0.068 I I ARM C 8.06 27.14 0.297 - 0.0 0.4 6.2 0.052 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 ARM A 14.92 26.43 0.565 - 0.8 1.3 18.6 0.086 I I ARM B 20.59 31.82 0.647 - 1.2 1.8 26.1 0.088 I I ARM C 9.62 26.08 0.369 - 0.4 0.6 8.6 0.061 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 08.15-08.30 I I ARM A 18.28 25.15 0.727 - 1.3 2.6 36.1 0.142 I I ARM B 25.21 31.75 0.794 - 1.8 3.7 51.1 0.147 I I ARM C 11.78 24.65 0.478 - 0.6 0.9 13.2 0.077 I I I ------------------------------------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 3 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------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 08.30-08.45 I I ARM A 18.28 25.14 0.727 - 2.6 2.6 39.0 0.146 I I ARM B 25.21 31.75 0.794 - 3.7 3.8 56.0 0.152 I I ARM C 11.78 24.62 0.479 - 0.9 0.9 13.7 0.078 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 08.45-09.00 I I ARM A 14.92 26.41 0.565 - 2.6 1.3 20.5 0.088 I I ARM B 20.59 31.82 0.647 - 3.8 1.9 29.3 0.091 I I ARM C 9.62 26.03 0.370 - 0.9 0.6 9.0 0.061 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 09.00-09.15 I I ARM A 12.50 27.35 0.457 - 1.3 0.8 13.1 0.068 I I ARM B 17.24 31.87 0.541 - 1.9 1.2 18.4 0.069 I I ARM C 8.06 27.10 0.297 - 0.6 0.4 6.5 0.053 I I I -----------------------------------------------------------------------------------------------------------------QUEUE AT ARM A -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 0.8 1.3 2.6 2.6 1.3 0.8 * * *** *** * * QUEUE AT ARM B -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 1.2 1.8 3.7 3.8 1.9 1.2 * ** **** **** ** * QUEUE AT ARM C -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 0.4 0.6 0.9 0.9 0.6 0.4 * * * * -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 4 -------------------------------------------------------------------------------QUEUEING DELAY INFORMATION OVER WHOLE PERIOD ----------------------------------------------------------------------------------------------------------------------- T75 I ARM 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 A I 1370.9 I 913.9 I 139.4 I 0.10 I 139.4 I 0.10 I I B I 1891.2 I 1260.8 I 197.7 I 0.10 I 197.7 I 0.10 I I C I 883.7 I 589.1 I 57.1 I 0.06 I 57.1 I 0.06 I ---------------------------------------------------------------------------I ALL I 4145.8 I 2763.9 I 394.2 I 0.10 I 394.3 I 0.10 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 =============================================== Printed at 11:41:36 on 20/12/2011] -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 1 -------------------------------------------------------------------------------___________________ A R C A D Y 6 ___________________ ASSESSMENT OF ROUNDABOUT CAPACITY AND DELAY Analysis Program: Release 7.0 (FEBRUARY 2010) (c) Copyright TRL Limited, 2010 Adapted from ARCADY/3 which is Crown Copyright by permission of the controller of HMSO ______________________________________________________ For sales and distribution information, program advice and maintenance, contact: TRL Limited Crowthorne House Nine Mile Ride Wokingham, Berks. RG40 3GA,UK Tel: Fax: Email: Web: +44 (0) 1344 770758 +44 (0) 1344 770356 [email protected] www.trlsoftware.co.uk --------------------------------------------------------------------------------THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF THEIR RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION --------------------------------------------------------------------------------Run with file:"t:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Tech\Junction Assessments\ Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vai" (drive-on-the-left ) at 11:41:54 on Tuesday, 20 December 2011 FILE PROPERTIES *************** RUN TITLE: LOCATION: DATE: CLIENT: ENUMERATOR: JOB NUMBER: STATUS: DESCRIPTION: A329 Reading Road - Winnersh Relief Road Phase II Junction - 2026 PM Peak Winnersh 21/10/11 Taylor Wimpey Southern Counties ITB6076 Preliminary INPUT DATA ********** ARM A - A329 Reading Road (North) ARM B - A329 Reading Road (South) ARM C - Winnersh Relief Road GEOMETRIC DATA ------------------------------------------------------------------------------------------------------------------------------------ T5 I ARM I V (M) I E (M) I L (M) I R (M) I D (M) I PHI (DEG) I SLOPE I INTERCEPT (PCU/MIN) I ----------------------------------------------------------------------------------------------------------------------I ARM A I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM B I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM C I 3.65 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.603 I 32.530 I ----------------------------------------------------------------------------------------------------------------------V = approach half-width E = entry width L = effective flare length R = entry radius TRAFFIC DEMAND DATA ------------------Only sets included in the current run are shown SCALING FACTORS ----------------------- T13 IARM I FLOW SCALE(%) I ----------------------I A I 100 I I B I 100 I I C I 100 I ----------------------TIME PERIOD BEGINS(16.45)AND ENDS(18.15) D = inscribed circle diameter PHI = entry angle -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 2 -------------------------------------------------------------------------------LENGTH OF TIME PERIOD -( 90) MINUTES LENGTH OF TIME SEGMENT - (15) MINUTES DEMAND FLOW PROFILES ARE SYNTHESISED FROM THE TURNING COUNT DATA DEMAND SET TITLE: 2026 PM Peak Scenario C ------------------------------------------------------------------------------ T15 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 I I I I I 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 10.61 I 15.92 I 10.61 I I ARM B I 15.00 I 45.00 I 75.00 I 16.98 I 25.46 I 16.98 I I ARM C I 15.00 I 45.00 I 75.00 I 7.20 I 10.80 I 7.20 I ------------------------------------------------------------------------------ DEMAND SET TITLE: 2026 PM Peak Scenario C ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.979 I 0.021 I I I I 0.0 I 831.0 I 18.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.504 I 0.000 I 0.496 I I I I 684.0 I 0.0 I 674.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.019 I 0.981 I 0.000 I I I I 11.0 I 565.0 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 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- T70 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 16.45-17.00 I I ARM A 10.65 27.91 0.382 - 0.0 0.6 9.0 0.058 I I ARM B 17.04 32.01 0.532 - 0.0 1.1 16.4 0.066 I I ARM C 7.23 27.38 0.264 - 0.0 0.4 5.3 0.050 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 17.00-17.15 I I ARM A 12.72 27.08 0.470 - 0.6 0.9 12.9 0.069 I I ARM B 20.35 31.98 0.636 - 1.1 1.7 24.9 0.085 I I ARM C 8.63 26.36 0.327 - 0.4 0.5 7.1 0.056 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 17.15-17.30 I I ARM A 15.58 25.94 0.601 - 0.9 1.5 21.4 0.096 I I ARM B 24.92 31.95 0.780 - 1.7 3.4 47.5 0.138 I I ARM C 10.57 24.99 0.423 - 0.5 0.7 10.7 0.069 I I I ------------------------------------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 3 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------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 17.30-17.45 I I ARM A 15.58 25.93 0.601 - 1.5 1.5 22.3 0.097 I I ARM B 24.92 31.95 0.780 - 3.4 3.5 51.7 0.142 I I ARM C 10.57 24.96 0.423 - 0.7 0.7 10.9 0.069 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 17.45-18.00 I I ARM A 12.72 27.06 0.470 - 1.5 0.9 13.8 0.070 I I ARM B 20.35 31.98 0.636 - 3.5 1.8 27.8 0.088 I I ARM C 8.63 26.31 0.328 - 0.7 0.5 7.5 0.057 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 18.00-18.15 I I ARM A 10.65 27.89 0.382 - 0.9 0.6 9.5 0.058 I I ARM B 17.04 32.01 0.532 - 1.8 1.1 17.7 0.067 I I ARM C 7.23 27.34 0.264 - 0.5 0.4 5.5 0.050 I I I -----------------------------------------------------------------------------------------------------------------QUEUE AT ARM A -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 0.6 0.9 1.5 1.5 0.9 0.6 * * * * * * QUEUE AT ARM B -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 1.1 1.7 3.4 3.5 1.8 1.1 * ** *** *** ** * QUEUE AT ARM C -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 0.4 0.5 0.7 0.7 0.5 0.4 * * -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 4 -------------------------------------------------------------------------------QUEUEING DELAY INFORMATION OVER WHOLE PERIOD ----------------------------------------------------------------------------------------------------------------------- T75 I ARM 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 A I 1168.6 I 779.1 I 88.9 I 0.08 I 88.9 I 0.08 I I B I 1869.2 I 1246.1 I 186.1 I 0.10 I 186.1 I 0.10 I I C I 792.8 I 528.5 I 47.0 I 0.06 I 47.0 I 0.06 I ---------------------------------------------------------------------------I ALL I 3830.6 I 2553.7 I 321.9 I 0.08 I 322.0 I 0.08 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 =============================================== Printed at 11:42:06 on 20/12/2011] -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 1 -------------------------------------------------------------------------------___________________ A R C A D Y 6 ___________________ ASSESSMENT OF ROUNDABOUT CAPACITY AND DELAY Analysis Program: Release 7.0 (FEBRUARY 2010) (c) Copyright TRL Limited, 2010 Adapted from ARCADY/3 which is Crown Copyright by permission of the controller of HMSO ______________________________________________________ For sales and distribution information, program advice and maintenance, contact: TRL Limited Crowthorne House Nine Mile Ride Wokingham, Berks. RG40 3GA,UK Tel: Fax: Email: Web: +44 (0) 1344 770758 +44 (0) 1344 770356 [email protected] www.trlsoftware.co.uk --------------------------------------------------------------------------------THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF THEIR RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION --------------------------------------------------------------------------------Run with file:"t:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Tech\Junction Assessments\ Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vai" (drive-on-the-left ) at 17:42:12 on Tuesday, 13 December 2011 FILE PROPERTIES *************** RUN TITLE: LOCATION: DATE: CLIENT: ENUMERATOR: JOB NUMBER: STATUS: DESCRIPTION: A329 Reading Road - Winnersh Relief Road Phase II Junction - 2026 AM Peak Winnersh 21/10/11 Taylor Wimpey Southern Counties ITB6076 Preliminary INPUT DATA ********** ARM A - A329 Reading Road (North) ARM B - A329 Reading Road (South) ARM C - Winnersh Relief Road GEOMETRIC DATA ------------------------------------------------------------------------------------------------------------------------------------ T5 I ARM I V (M) I E (M) I L (M) I R (M) I D (M) I PHI (DEG) I SLOPE I INTERCEPT (PCU/MIN) I ----------------------------------------------------------------------------------------------------------------------I ARM A I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM B I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM C I 3.65 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.603 I 32.530 I ----------------------------------------------------------------------------------------------------------------------V = approach half-width E = entry width L = effective flare length R = entry radius TRAFFIC DEMAND DATA ------------------Only sets included in the current run are shown SCALING FACTORS ----------------------- T13 IARM I FLOW SCALE(%) I ----------------------I A I 100 I I B I 100 I I C I 100 I ----------------------TIME PERIOD BEGINS(07.45)AND ENDS(09.15) D = inscribed circle diameter PHI = entry angle -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 2 -------------------------------------------------------------------------------LENGTH OF TIME PERIOD -( 90) MINUTES LENGTH OF TIME SEGMENT - (15) MINUTES DEMAND FLOW PROFILES ARE SYNTHESISED FROM THE TURNING COUNT DATA DEMAND SET TITLE: 2026 AM Peak Scenario C ------------------------------------------------------------------------------ T15 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 I I I I I 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 12.45 I 18.67 I 12.45 I I ARM B I 15.00 I 45.00 I 75.00 I 17.17 I 25.76 I 17.17 I I ARM C I 15.00 I 45.00 I 75.00 I 8.02 I 12.04 I 8.02 I ------------------------------------------------------------------------------ DEMAND SET TITLE: Development - 421 dwellings ------------------------------------------------------------------------------ T15 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 I I I I I 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 2.44 I 3.66 I 2.44 I I ARM B I 15.00 I 45.00 I 75.00 I 0.30 I 0.45 I 0.30 I I ARM C I 15.00 I 45.00 I 75.00 I 0.56 I 0.84 I 0.56 I -----------------------------------------------------------------------------DEMAND SET TITLE: 2026 AM Peak Scenario C ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.964 I 0.036 I I I I 0.0 I 960.0 I 36.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.520 I 0.000 I 0.480 I I I I 715.0 I 0.0 I 659.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.008 I 0.992 I 0.000 I I I I 5.0 I 637.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I ----------------------------------------------------------DEMAND SET TITLE: Development - 421 dwellings ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.349 I 0.651 I I I I 0.0 I 68.0 I 127.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 1.000 I 0.000 I 0.000 I I I I 24.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 1.000 I 0.000 I 0.000 I I I I 45.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I ----------------------------------------------------------- -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 3 -------------------------------------------------------------------------------QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- T70 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 ARM A 14.94 27.37 0.546 - 0.0 1.2 17.1 0.079 I I ARM B 17.54 30.93 0.567 - 0.0 1.3 18.7 0.074 I I ARM C 8.62 26.96 0.320 - 0.0 0.5 6.9 0.054 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 ARM A 17.84 26.43 0.675 - 1.2 2.0 29.0 0.115 I I ARM B 20.95 30.69 0.683 - 1.3 2.1 30.2 0.102 I I ARM C 10.29 25.87 0.398 - 0.5 0.7 9.7 0.064 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 08.15-08.30 I I ARM A 21.86 25.16 0.869 - 2.0 5.8 75.4 0.264 I I ARM B 25.65 30.37 0.845 - 2.1 5.0 67.3 0.196 I I ARM C 12.61 24.41 0.516 - 0.7 1.1 15.4 0.084 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 08.30-08.45 I I ARM A 21.86 25.14 0.869 - 5.8 6.2 90.8 0.296 I I ARM B 25.65 30.36 0.845 - 5.0 5.2 77.1 0.210 I I ARM C 12.61 24.35 0.518 - 1.1 1.1 15.9 0.085 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 08.45-09.00 I I ARM A 17.84 26.41 0.676 - 6.2 2.1 35.1 0.124 I I ARM B 20.95 30.66 0.683 - 5.2 2.2 35.3 0.107 I I ARM C 10.29 25.79 0.399 - 1.1 0.7 10.3 0.065 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 09.00-09.15 I I ARM A 14.94 27.35 0.546 - 2.1 1.2 18.9 0.081 I I ARM B 17.54 30.91 0.567 - 2.2 1.3 20.6 0.075 I I ARM C 8.62 26.92 0.320 - 0.7 0.5 7.2 0.055 I I I ------------------------------------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 AM.vao - Page 4 -------------------------------------------------------------------------------QUEUE AT ARM A -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 1.2 2.0 5.8 6.2 2.1 1.2 * ** ****** ****** ** * QUEUE AT ARM B -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 1.3 2.1 5.0 5.2 2.2 1.3 * ** ***** ***** ** * QUEUE AT ARM C -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 08.00 08.15 08.30 08.45 09.00 09.15 0.5 0.7 1.1 1.1 0.7 0.5 * * * * QUEUEING DELAY INFORMATION OVER WHOLE PERIOD ----------------------------------------------------------------------------------------------------------------------- T75 I ARM 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 A I 1639.3 I 1092.9 I 266.4 I 0.16 I 266.4 I 0.16 I I B I 1924.2 I 1282.8 I 249.2 I 0.13 I 249.2 I 0.13 I I C I 945.6 I 630.4 I 65.3 I 0.07 I 65.3 I 0.07 I ---------------------------------------------------------------------------I ALL I 4509.2 I 3006.1 I 580.9 I 0.13 I 581.0 I 0.13 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 =============================================== Printed at 17:42:34 on 13/12/2011] -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 1 -------------------------------------------------------------------------------___________________ A R C A D Y 6 ___________________ ASSESSMENT OF ROUNDABOUT CAPACITY AND DELAY Analysis Program: Release 7.0 (FEBRUARY 2010) (c) Copyright TRL Limited, 2010 Adapted from ARCADY/3 which is Crown Copyright by permission of the controller of HMSO ______________________________________________________ For sales and distribution information, program advice and maintenance, contact: TRL Limited Crowthorne House Nine Mile Ride Wokingham, Berks. RG40 3GA,UK Tel: Fax: Email: Web: +44 (0) 1344 770758 +44 (0) 1344 770356 [email protected] www.trlsoftware.co.uk --------------------------------------------------------------------------------THE USER OF THIS COMPUTER PROGRAM FOR THE SOLUTION OF AN ENGINEERING PROBLEM IS IN NO WAY RELIEVED OF THEIR RESPONSIBILITY FOR THE CORRECTNESS OF THE SOLUTION --------------------------------------------------------------------------------Run with file:"t:\Projects\6000 Series Project Numbers\6076ITB Land West of Watmore Lane, Winnersh\Tech\Junction Assessments\ Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vai" (drive-on-the-left ) at 17:43:06 on Tuesday, 13 December 2011 FILE PROPERTIES *************** RUN TITLE: LOCATION: DATE: CLIENT: ENUMERATOR: JOB NUMBER: STATUS: DESCRIPTION: A329 Reading Road - Winnersh Relief Road Phase II Junction - 2026 PM Peak Winnersh 21/10/11 Taylor Wimpey Southern Counties ITB6076 Preliminary INPUT DATA ********** ARM A - A329 Reading Road (North) ARM B - A329 Reading Road (South) ARM C - Winnersh Relief Road GEOMETRIC DATA ------------------------------------------------------------------------------------------------------------------------------------ T5 I ARM I V (M) I E (M) I L (M) I R (M) I D (M) I PHI (DEG) I SLOPE I INTERCEPT (PCU/MIN) I ----------------------------------------------------------------------------------------------------------------------I ARM A I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM B I 3.50 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.599 I 32.145 I I ARM C I 3.65 I 7.50 I 30.00 I 25.00 I 60.00 I 30.0 I 0.603 I 32.530 I ----------------------------------------------------------------------------------------------------------------------V = approach half-width E = entry width L = effective flare length R = entry radius TRAFFIC DEMAND DATA ------------------Only sets included in the current run are shown SCALING FACTORS ----------------------- T13 IARM I FLOW SCALE(%) I ----------------------I A I 100 I I B I 100 I I C I 100 I ----------------------TIME PERIOD BEGINS(16.45)AND ENDS(18.15) D = inscribed circle diameter PHI = entry angle -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 2 -------------------------------------------------------------------------------LENGTH OF TIME PERIOD -( 90) MINUTES LENGTH OF TIME SEGMENT - (15) MINUTES DEMAND FLOW PROFILES ARE SYNTHESISED FROM THE TURNING COUNT DATA DEMAND SET TITLE: 2026 PM Peak Scenario C ------------------------------------------------------------------------------ T15 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 I I I I I 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 10.61 I 15.92 I 10.61 I I ARM B I 15.00 I 45.00 I 75.00 I 16.98 I 25.46 I 16.98 I I ARM C I 15.00 I 45.00 I 75.00 I 7.20 I 10.80 I 7.20 I ------------------------------------------------------------------------------ DEMAND SET TITLE: Development - 421 dwellings ------------------------------------------------------------------------------ T15 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 I I I I I 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 1.26 I 1.89 I 1.26 I I ARM B I 15.00 I 45.00 I 75.00 I 0.80 I 1.20 I 0.80 I I ARM C I 15.00 I 45.00 I 75.00 I 1.51 I 2.27 I 1.51 I -----------------------------------------------------------------------------DEMAND SET TITLE: 2026 PM Peak Scenario C ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.979 I 0.021 I I I I 0.0 I 831.0 I 18.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 0.504 I 0.000 I 0.496 I I I I 684.0 I 0.0 I 674.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 0.019 I 0.981 I 0.000 I I I I 11.0 I 565.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I ----------------------------------------------------------DEMAND SET TITLE: Development - 421 dwellings ----------------------------------------------------------- T33 I I TURNING PROPORTIONS I I I TURNING COUNTS I I I (PERCENTAGE OF H.V.S) I I -------------------------------------I TIME I FROM/T 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 0.347 I 0.653 I I I I 0.0 I 35.0 I 66.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM B I 1.000 I 0.000 I 0.000 I I I I 64.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I I I ARM C I 1.000 I 0.000 I 0.000 I I I I 121.0 I 0.0 I 0.0 I I I I ( 0.0)I ( 0.0)I ( 0.0)I I I I I I I ----------------------------------------------------------- -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 3 -------------------------------------------------------------------------------QUEUE AND DELAY INFORMATION FOR EACH 15 MIN TIME SEGMENT ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- T70 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 16.45-17.00 I I ARM A 11.92 27.91 0.427 - 0.0 0.7 10.8 0.062 I I ARM B 17.84 31.52 0.566 - 0.0 1.3 18.6 0.072 I I ARM C 8.75 26.90 0.325 - 0.0 0.5 7.0 0.055 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 17.00-17.15 I I ARM A 14.23 27.08 0.526 - 0.7 1.1 16.0 0.078 I I ARM B 21.31 31.39 0.679 - 1.3 2.1 29.8 0.098 I I ARM C 10.44 25.79 0.405 - 0.5 0.7 9.9 0.065 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 17.15-17.30 I I ARM A 17.43 25.95 0.672 - 1.1 2.0 28.6 0.116 I I ARM B 26.09 31.22 0.836 - 2.1 4.7 64.1 0.183 I I ARM C 12.79 24.31 0.526 - 0.7 1.1 16.0 0.086 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 17.30-17.45 I I ARM A 17.43 25.93 0.672 - 2.0 2.0 30.3 0.117 I I ARM B 26.09 31.22 0.836 - 4.7 4.9 72.6 0.194 I I ARM C 12.79 24.25 0.527 - 1.1 1.1 16.6 0.087 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 17.45-18.00 I I ARM A 14.23 27.06 0.526 - 2.0 1.1 17.4 0.079 I I ARM B 21.31 31.39 0.679 - 4.9 2.2 34.4 0.103 I I ARM C 10.44 25.71 0.406 - 1.1 0.7 10.6 0.066 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 18.00-18.15 I I ARM A 11.92 27.89 0.427 - 1.1 0.8 11.5 0.063 I I ARM B 17.84 31.51 0.566 - 2.2 1.3 20.5 0.074 I I ARM C 8.75 26.85 0.326 - 0.7 0.5 7.4 0.055 I I I ------------------------------------------------------------------------------------------------------------------ -------------------------------------------------------------------------------TRL TRL Viewer 3.2 AG t:\.. \Arcady\A329 Reading Road - WRR Phase II - 2026 PM.vao - Page 4 -------------------------------------------------------------------------------QUEUE AT ARM A -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 0.7 1.1 2.0 2.0 1.1 0.8 * * ** ** * * QUEUE AT ARM B -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 1.3 2.1 4.7 4.9 2.2 1.3 * ** ***** ***** ** * QUEUE AT ARM C -------------TIME SEGMENT NO. OF ENDING VEHICLES IN QUEUE 17.00 17.15 17.30 17.45 18.00 18.15 0.5 0.7 1.1 1.1 0.7 0.5 * * * * QUEUEING DELAY INFORMATION OVER WHOLE PERIOD ----------------------------------------------------------------------------------------------------------------------- T75 I ARM 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 A I 1307.6 I 871.7 I 114.5 I 0.09 I 114.6 I 0.09 I I B I 1957.3 I 1304.9 I 239.9 I 0.12 I 239.9 I 0.12 I I C I 959.4 I 639.6 I 67.5 I 0.07 I 67.5 I 0.07 I ---------------------------------------------------------------------------I ALL I 4224.3 I 2816.2 I 421.9 I 0.10 I 422.0 I 0.10 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 =============================================== Printed at 17:43:23 on 13/12/2011]