Traffic & Transport Assessment. Glounthuane Housing Development, Co. Cork.

Transcription

1 Traffic & Transport Assessment Glounthuane Housing Development, Co. Cork. MHL & Associates Ltd, Consulting Engineers, Carraig Mór House, 10 High Street, Douglas Road, Cork

2 O Mahony Developments Ltd. Glounthuane Housing Development Document Control Sheet Client Project Title Document Title Document No. Job No. O Mahony Developments Ltd. Glounthuane Housing Development, Co. Cork Traffic and Transport Assessment 17071TT-TTA-D TT Revision Status Author Reviewed By Approved By Date D01 External Draft F O Sullivan B. Murphy M Hanley 23 rd Jan 2018 D02 External Draft F O Sullivan B. Murphy M Hanley 13 th Feb 2018 D03 Final Report F O Sullivan B. Murphy M Hanley 12 th March 2018 M.H.L. & Associates Ltd. Consulting Engineers Carraig Mór House, 10 High Street, Douglas Road, Cork. Tel Fax: info@mhl.ie March TT-TTA-D01 1

3 O Mahony Developments Ltd. Glounthuane Housing Development Table of Contents 1.0 NON TECHNICAL SUMMARY Conclusion POLICY CONTEXT Introduction Urban Design Manual: A Best Practice Guide Smarter Travel A Sustainable Transport Future Cork County Development Plan Cobh Municipal District Local Area Plan Spatial Planning & National Roads Guidelines for Planning Authorities EXISTING CONDITIONS Local Road Network Existing Traffic Conditions DEVELOPMENT TRIP GENERATION, MODAL SPLIT AND TRIP DISTRIBUTION Trip Generation Modal Split Trip Distribution TRAFFIC FORECASTING ASSIGNMENT OF DEVELOPMENT TRIPS Traffic Assignment ROAD IMPACT INTERNAL LAYOUT & PARKING PROVISION PEDESTRIANS / CYCLISTS / ACCESS FOR PEOPLE WITH DISABILITIES PUBLIC TRANSPORT REFERENCES APPENDICES APPENDIX A TRICS DATA APPENDIX B JUNCTION 9 OUTPUT DATA APPENDIX C DRAWINGS TT-TTA-D01 2

4 O Mahony Developments Ltd. Glounthuane Housing Development 1.0 NON TECHNICAL SUMMARY M.H.L. & Associates Ltd. Consulting Engineers have been engaged by O Mahony Developments Ltd. to prepare a Traffic and Transport Assessment (TTA) for a proposed residential development along the L3004 road on the outskirts of Glounthaune Village. This report has been prepared as part of the planning application. This report has been prepared in accordance with the NRA s 2014 publication Traffic and Transport Assessment Guidelines and the Guidelines for Traffic Impact Assessments as published by the Institution of Highways & Transportation U.K. in The purpose of a TTA is to assess the traffic impact of a development on the existing road network and propose any necessary mitigation measures to best accommodate the expected traffic volumes generated by the proposed development. The proposed development will comprise the construction of approximately 174 housing units which includes 10 apartments as well as a crèche and doctor s surgery. Access to the new development will be provided directly off the L3004 road. It is also being proposed that a link road will be provided to Johnstown Close Estate housing estate as it will be connecting to this estate. See drawing no. GT- TMP-P03 in Appendix C showing the proposed new junction. Peak hour traffic flows 07:30 09:30 & 16:30 18:30 (Tuesday 03 rd October 2017) were recorded at the priority junction of Johnstown Close/L3004 road. These counts were used as the basis for the analysis of the proposed access junction to the development. Full day counts were also taken at the Cobh Cross roundabout and the crossroads at Glounthuane village. These junctions were also analysied as part of this report. The Opening Year is the year of expected completion for the development and is taken to be In accordance with the NRA s Traffic and Transport Assessment Guidelines, a traffic analysis is required to be undertaken for the Base Year (2017), the Opening Year (2020), the Opening Year + 5 (2025) and the Opening Year + 15 (2035). A Junction 9 Traffic Model assessment of the 3no junctions was carried out for the current year situation for base-line analysis as well as all future design year scenarios. 1.1 Conclusion The following are the main conclusions of the traffic analysis for the junctions: Cobh Cross Roundabout The analysis showed that the roundabout is currently operating within capacity. A maximum degree of saturation (RFC) of 68% was recorded on the N25 slip off arm. The roundabout has a Level of Service (LOS) rating of A. The maximum degree of saturation will increase to 95% for the N25 slip off arm for the future year This increase can be explained by a growth in background traffic. The roundabout has an LOS rating of C for the design year Glounthuane Crossroads The analysis showed that the crossroads is currently operating within capacity. A maximum degree of saturation of 58% was recorded on the northern arm. The junction has an LOS rating of A. The maximum degree of saturation on the northern arm will increase to 82% with an LOS rating of C for the future year TT-TTA-D01 3

5 O Mahony Developments Ltd. Glounthuane Housing Development Proposed Development Access Junction The proposed access junction will have a maximum RFC of 24% in the design year 2035 with a LOS of A. Junction sight lines are in accordance with the Design Manual for Urban Road and Streets (DMURS) for a design speed of 60km/hr. The Ratio of Flow to Capacity (RFC) provides the basis for judging the acceptability of junction design and the capacity of existing junctions. Generally, an RFC of 85% or less is considered acceptable during the peak period for priority junctions. An RFC of this value would indicate that at peak times the junction is at 85% of its operational capacity and therefore has a practical reserve capacity of 15%. This reserve capacity of 15% is considered by traffic engineers to be the level of reserve capacity at a junction required to cater for periods of unusually high traffic flows, such as bank holiday weekends, public entertainment, and sporting events etc TT-TTA-D01 4

6 O Mahony Developments Ltd. Glounthuane Housing Development 2.0 POLICY CONTEXT 2.1 Introduction In order to demonstrate that the development of the site complies with current national and local transport planning policy, a review was undertaken of the following documents: Urban Design Manual: A Best Practice Guide 2009 Smarter Travel - A Sustainable Transport Future Cork County Development Plan 2014 Cobh Municipal District Local Area Plan 2017 Spatial Planning & National Roads Guidelines for Planning Authorities Urban Design Manual: A Best Practice Guide 2009 This guide focuses on creating well-designed, sustainable neighbourhoods that will stand the test of time. This can also extend to industrial developments and provides a strong foundation for the design of such sites in relation to their accessibility in particular walking and cycling. The manual follows a set of criteria of which the following are directly linked to this Transport Assessment; There are attractive routes in and out for pedestrians and cyclists The development is located in or close to a mixed-use centre The development s layout makes it easy for a bus to serve the scheme The layout links to existing movement routes and the places people will want to get to Appropriate density, dependant on location, helps support efficient public transport The manual recognises the need for planners to facilitate connections between new and existing developments, as well as key locations around the sites. These connections should be of high quality, direct, safe and secure and facilitate existing movement and desired routes. Furthermore, public transport and sustainable transport is prioritised over private cars. Quality interchanges are highly desirable in promoting the uptake of public transport, including integration with sustainable transport modes, such as cycle parking/storage. The development would be well served by public transport with Glounthuane train station less than a kilometre away. Glounthuane has a frequent 15-minute service with both the Midleton line & Cobh line running into Cork City. A bus stop is also located at the train station with 4no. routes serving Glounthuane. It is proposed to connect the development to the train station by means of a new pedestrian footpath and also a new 2-way cycle track Smarter Travel A Sustainable Transport Future Smarter Travel is designed to show how Ireland can reverse current unsustainable transport and travel patterns and reduce the health and environmental impacts of current trends and improve our quality of life. The plan outlines the current transport trends and statistics in Ireland and focuses on policies which aim to increase transport sustainability by Key goals of the policy include; Improve quality of life and accessibility to transport for all and, in particular, people with reduced mobility and those who may experience isolation due to lack of transport. Improve economic competitiveness through maximising the efficiency of the transport system and alleviating congestion and infrastructure bottlenecks. Minimising the negative impacts of transport on the local and global environment through reducing localised air pollutants and greenhouse gas emissions TT-TTA-D01 5

7 O Mahony Developments Ltd. Glounthuane Housing Development Reduce overall travel demand and commuting distances travelled by the private car. Improve security of energy supply by reducing dependency on imported fossil fuels Cork County Development Plan 2014 The Cork County Development Plan is a six-year development plan for the county that attempts to set out the planning policy up to the year The main aim of the plan is to promote County Cork as an attractive, competitive, and sustainable place to live and do business, where the quality of its economy, natural and built environment, culture and the strength and viability of its communities are to the highest standards. The plan aims to deliver on the transport elements by combining the emerging spatial patterns for the Cork region with Government Policy and key requirements of other infrastructure providers while remaining capable of delivering sustainable growth Cobh Municipal District Local Area Plan 2017 The key objective of the Local Area Plan is to enable the local towns and villages to reach their potential and to strengthen and protect the rural communities of the area by encouraging sustainable growth in population. The vision for Glounthuane 2023 is to secure a significant increase in the population of the settlement, to retain and improve local services and facilities and to strengthen infrastructure provision Spatial Planning & National Roads Guidelines for Planning Authorities 2012 These guidelines set out planning policy considerations relating to development affecting national primary and secondary roads, including motorways and associated junctions, outside the 50-60kph speed limit zones for cities, towns and villages. As part of the guidance considerations are presented for inclusion within the TTA supporting planning applications. As such these guidelines have been reviewed and where appropriate included within this TTA TT-TTA-D01 6

8 O Mahony Developments Ltd. Glounthuane Housing Development 3.0 EXISTING CONDITIONS The development lands are located to the east of Glounthuane Village, along the L3004 road (Old N25), approximately 12km from the centre of Cork City. See Figure 2.1 below showing the site location in the context of Glounthuane Village. Figure 2.1: Site Location Figure 2.2: 3No junction locations 17071TT-TTA-D01 7

9 O Mahony Developments Ltd. Glounthuane Housing Development 3.1 Local Road Network The L3004 is a local road which runs east from the North Esk roundabout to the Cobh Cross roundabout. The speed limit along this road within the vicinity of the development is 60km/hr. The proposed access junction to the estate is a simple priority T-junction with no dedicated turning lanes. 3.2 Existing Traffic Conditions Two existing junctions were analysied as part of this report. The crossroads junction in Glounthuane Village which is west of the development & the Cobh Cross roundabout which is located to the east of the development. The traffic analysis software Junction 9 was used to examine the existing flows at these junctions and the results can be seen in table 2.2 below. Table 2.2: Junction 9 Results for Existing Glounthaune Crossroad Junction 2017 The traffic analysis shows the existing junctions operating within capacity with the maximum degrees of saturation of 58% during the morning peak hour. Table 2.3: Junction 9 Results for Existing Carrigtwohill Roundabout 2017 The analysis shows the existing junctions operating within capacity with the maximum degrees of saturation of 68% during the evening peak hour. 4.0 DEVELOPMENT The proposed development will comprise the construction of approximately 174 housing units which includes 10 apartments as well as a crèche and doctor s surgery. The area of the site is approximately 6.9 hectares. It is proposed to phase the development. It will be constructed in three phases.and it is expected that the year of opening from a traffic viewpoint will be A site layout plan produced by O Mahony Pike Architects can be found in Appendix C TT-TTA-D01 8

10 O Mahony Developments Ltd. Glounthuane Housing Development 5.0 TRIP GENERATION, MODAL SPLIT AND TRIP DISTRIBUTION 5.1 Trip Generation The Institute of Highways & Transportation Guidelines for Traffic Impact Assessment state that for residential developments the busiest hours are 08:00-09:00 and weekdays. The TRICS database was used to calculate the trip generation for this development. TRICS is a wellestablished UK and Irish national database which holds in excess of 2,100 site locations and 4,700 survey counts with over 98 separate land use sub-categories. TRICS data sheets can be found in Appendix A. Tables 4.1 overleaf shows the total number of trips generated during the peak hours. Year 2020 AM ARRIVAL AM DEPARTURES PM ARRIVAL PM DEPARTURES GLOUNTHUANE HOUSING 08:00-09:00 08:00-09:00 17:00-18:00 17:00-18:00 Residential Housing Per Unit Houses including 10 No Apartments Trips Creche per100sq.m sqr.m. No Trips Doctors Surgery per100sq.m sqr.m. No Trips AM ARRIVAL AM DEPARTURES PM ARRIVAL PM DEPARTURES TOTAL TRIPS PEAK HOURS Table 4.1: Trip Generation from Development 5.2 Modal Split In order to predict the level of traffic that will be generated by the proposed development, the means of transport (modal split) and quantity of traffic generated (trip attraction) must be considered. Given the location of the proposed development the peak hour trips generated will primarily be by private car and rail transport. In terms of modal split and national policies for the promotion of sustainable transport solutions, a reduction in car trips would be expected with improvement in pedestrian / cycle facilities as well as improvement to public transport. The proposed development is also within walking distance of the Glounthaune train station which provides a direct link into the city. However, in order to provide a robust traffic analysis, no reduction in car traffic volumes due to modal shift have been assumed in this report. In the context of national policies, strategies and guidelines, in particular the Department of Transport urism and Sport s Planning Guidelines for Spatial Planning and National Roads 2012 and the Department of Transport, urism and Sport s Smarter Travel: A Sustainable Transport Future, A New Policy for Ireland one of the key aims of any development plan is to secure more sustainable residential development that reduces overall demand for transport and encourages modal shift towards sustainable travel modes (e.g. walking, cycling and public transport), whilst also ensuring the strategic traffic function of national roads is maintained. The proposed development meets these requirements in terms of proximity to local services, convenience shopping within 1km and numerous amenities such as public playgrounds within 1.5km TT-TTA-D01 9

11 O Mahony Developments Ltd. Glounthuane Housing Development 5.3 Trip Distribution The current distribution of traffic along the L3004 road as well as at the two existing junctions will be used to determine directional split to and from the proposed development for both morning and evening peak hours. This peak hour directional split pattern is assumed to remain constant with the passage of time. 6.0 TRAFFIC FORECASTING Traffic forecasting considers likely traffic flows generated by a proposed development as well as the existing network traffic. This existing traffic is factored up to replicate projected growth on the network. This is carried out in order to provide a robust model with which to analyse & determine the possible impact of a development on the road and transport infrastructure in the vicinity. The assessment years considered in this report are the Base Year (2017), which is the year the baseline traffic surveys were undertaken, the proposed Opening Year, which is the year of expected completion for the proposed development (2020) and the Design Years, taken as the opening year plus 5 years (2025) & the opening year plus 15 years (2035). Transport Infrastructure Irelands publication Project Appraisal Guidelines, Appendix 3 was used to calculate growth factors for the background road network traffic. These Guidelines state that for the years within Cork City/County a medium growth rate of 1.3% per annum can be assumed. This changes to 1.1% once 2026 is reached. The original traffic counts from 2017 were growthed up using these factors. The effects of traffic growth on the existing network plus the additional traffic generated by the proposed development have been compiled to provide a robust set of data for the traffic analysis. Table 5.1 below shows the calculated growth factors based on a medium growth rate measured from the current year The proposed link road through the Development will eventually connect to the existing Housing Estate Johnstown Close located to the northwest of the development site. The traffic analysis has assumed that 30% of this housing development may use the new access junction with the L ASSIGNMENT OF DEVELOPMENT TRIPS Table 5.1: TII Growth Rates The proposed development will generate trips as outlined in section 4 of this report. As outlined in section 4.2 and 4.3 the expected modal split has been assumed to remain as it is at present with no increase in modal shift towards more sustainable transport patterns. 7.1 Traffic Assignment Traffic models were produced for the scenarios outlined below. These models incorporate the measured traffic flows outlined in section 2, factored up as per section 5, along with predicted development traffic as described in section 4. The list of traffic models built for the proposed development traffic assessment are: Current Year 2017 (AM & PM) Opening Year 2020 (AM & PM) Opening Year + 5 Year Forecast 2025 (AM & PM) Opening Year + 15 Year Forecast 2035 (AM & PM) 17071TT-TTA-D01 10

12 O Mahony Developments Ltd. Glounthuane Housing Development 8.0 ROAD IMPACT In order to assess the capacity of the two existing junctions as well as the proposed development access junction, Junctions 9 traffic analysis software by TRL was used. Junctions 9 TRL is a computer software program dealing with capacities, mean max queue lengths (pcu) and delays at uncontrolled junctions. The output result sheets from the software consist of tables of demand flow, capacities, queues and delays for the morning and evening peak hour analysis, for each arm of the junction. These tables contain start and finish times for each arm, traffic demand, Ratio of Flow to Capacity (RFC), start queue length and queuing delay. The RFC provides the basis for judging the acceptability of junction design and the capacity of existing junctions. Generally, an RFC of 85% for uncontrolled junctions or less is considered acceptable during the peak period for priority junctions. An RFC of this value would indicate that at peak times the junction is at 85% of its operational capacity and therefore has a practical reserve capacity of 15%. This reserve capacity of 15% is considered by traffic engineers to be the level of reserve capacity at a junction required to cater for periods of unusually high traffic flows, such as bank holiday weekends, public entertainment and sporting events etc. Summary table overleaf show the results of the various traffic models for the 3no. junctions, as described previously: (See Appendix B for the full Junction 9 output data output). 8.1 Proposed Access / L3004 Junction. Table 7.1: Junction 9 Proposed Access / L3004 Summary Results Fig 7.2: Junction 9 Proposed Access / L3004 Layout Diagram 17071TT-TTA-D01 11

13 O Mahony Developments Ltd. Glounthuane Housing Development The results above show how the saturation of the junction increases over time from the base year of in 2017 to the design year The proposed T-junction is operating within capacity for all design scenarios up to and including design year The maximum degree of saturation occurs for traffic existing the proposed development the AM peak hour at 24% with maximum car queue length of 0.3 in design year Existing Glounthaune Crossroads Junction Table 7.2: Junction 9 Glounthaune Crossroads Summary Results 17071TT-TTA-D01 12

14 O Mahony Developments Ltd. Glounthuane Housing Development Fig 7.2: Junction 9 Glounthaune Crossroads Layout Diagram The results above show how the saturation of the junction increases over time from the base year of in 2017 to the design year The existing crossroads junction is operating within capacity for all design scenarios up to and including design year The maximum degree of saturation occurs on the right turning movement from the Glounthaune northern arm of the junction during the AM peak hour at 82.0 % with maximum car queue length of 4.0 in design year Consideration should be given to signalising this junction by the design year TT-TTA-D01 13

15 O Mahony Developments Ltd. Glounthuane Housing Development 8.3 Existing N25 Roundabout Junction Carrigtwohill Table 7.1: Junction 9 Carrigtwohill Roundabout Summary Results Table 7.1: Junction 9 Carrigtwohill Roundabout Layout Diagram 17071TT-TTA-D01 14

16 O Mahony Developments Ltd. Glounthuane Housing Development The results above show how the saturation of the junction increases over time from the base year of in 2017 to the design year The existing Roundabout junction is operating within capacity for all design scenarios up to and including design year 2035 except for the slip road off the N25 which is operating at a capacity of 95% during the morning peak hour. The detailed Junctions 9 output sheets are contained in Appendix B of the report. 9.0 INTERNAL LAYOUT & PARKING PROVISION All parking will be contained within the site and suitably sized turning areas will be provided to accommodate refuse and fire trucks. All parking provision follows the Cork County Development Plan PEDESTRIANS / CYCLISTS / ACCESS FOR PEOPLE WITH DISABILITIES Dropped kerbs, dished footpaths and tactile paving will be provided at appropriate locations throughout the development PUBLIC TRANSPORT The development would be well served by public transport with Glounthuane train station less than a kilometer away. Glounthaune is on both the Midleton line & Cobh line into Cork City resulting at least 3no. services per hour passing Glounthuane. A bus stop is also located at the train station with 4no. routes serving Glounthuane REFERENCES Transport Infrastructure Ireland (2014) Traffic and Transport Assessment Guidelines TII, Dublin Institution of Highways & Transportation (1994) Guidelines for Traffic Impact Assessment IHT, London Transport Infrastructure Ireland (revised 2015) Design Manual for Roads and Bridges TII, Dublin TRICS A Trip Generation Database for Development Control, JMP, London Transport Infrastructure Ireland (November 2004) Draft Traffic and Transport Assessment Guidelines TII, Dublin Transport Infrastructure Ireland Project Appraisal Guidelines TII, Dublin 2010 Department of urism Transport and Sport Design Manual for Urban Roads and Streets (DMURS ) DTTaS, Dublin National Transport Authority National Cycle Manual (NCM ) NTA, Dublin 17071TT-TTA-D01 15

17 O Mahony Developments Ltd. Glounthuane Housing Development APPENDICES 17071TT-TTA-D01 16

18 Basic Results Summary APPENDIX A TRICS DATA 17071TT-TTA-D01 17

19 Basic Results Summary 17071TT-TTA-D01 18

20 Basic Results Summary 17071TT-TTA-D01 19

21 Basic Results Summary 17071TT-TTA-D01 20

22 Basic Results Summary APPENDIX B JUNCTIONS 9 OUTPUT DATA 17071TT-TTA-D01 21

23 Generated on 20/11/ :12:23 using Junctions 9 ( ) Junctions 9 PICADY 9 - Priority Intersection Module Version: Copyright TRL Limited, 2017 For sales and distribution information, program advice and maintenance, contact TRL: +44 (0) software@trl.co.uk The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Development.j9 Path: N:\TIA\Glounthane 2017\Junction 9\Development T Junction Report generation date: 20/11/ :11:52»Development Junction , AM»Development Junction , PM»Development Junction , AM»Development Junction , PM»Development Junction , AM»Development Junction , PM»Development Junction , AM»Development Junction , PM Summary of junction performance AM PM Queue (Veh) Delay (s) RFC LOS Queue (Veh) Delay (s) RFC LOS Development Junction Stream B-AC A A Stream C-AB A A Development Junction Stream B-AC A A Stream C-AB A A Development Junction Stream B-AC A A Stream C-AB A A Development Junction Stream B-AC B A Stream C-AB A A Values shown are the highest values encountered over all time segments. Delay is the maximum value of average delay per arriving vehicle. 1

24 Generated on 20/11/ :12:23 using Junctions 9 ( ) File summary File Description Title Glounthuane Residential Development Location Site number Date 16/11/2017 Version Status Identifier Client O' Mahony Developments Jobnumber TT Enumerator Fiachra O' Sullivan Description Units Distance units Speed units Traffic units input Traffic units results Flow units Average delay units tal delay units Rate of delay units m kph Veh Veh perhour s -Min permin The junction diagram reflects the last run of Junctions. 2

25 Generated on 20/11/ :12:23 using Junctions 9 ( ) Analysis Options Vehicle length (m) Calculate Queue Percentiles Calculate detailed queueing delay Calculate residual capacity RFC Threshold Average Delay threshold (s) Queue threshold (PCU) Demand Set Summary ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü Growth Factors ID Description Use TEMPRO Growth Factor G G G Growth factors are only active if the Demand Set references them in a Relationship. Analysis Set Details ID Name Include in report Network flow scaling factor (%) Network capacity scaling factor (%) A1 Development Junction ü

26 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 0.00 A Junction Network Options Driving side Left Lighting Normal/unknown Arms Arms Arm Name Description Arm type A Glounthuane Major B Development Minor C Cobh Major Major Arm Geometry Arm Width of carriageway (m) Has kerbed central reserve Has right turn bay Visibility for right turn (m) Blocks? Blocking queue (PCU) C ü 0.00 Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D. Minor Arm Geometry Arm Minor arm type Lane width (m) Visibility to left (m) Visibility to right (m) B One lane Slope / Intercept / Capacity Priority Intersection Slopes and Intercepts Junction Stream Intercept (Veh/hr) Slope for A-B Slope for A-C Slope for C-A Slope for C-B 1 B-A B-C C-B The slopes and intercepts shown above do NOT include any corrections or adjustments. Streams may be combined, in which case capacity will be adjusted. Values are shown for the first time segment only; they may differ for subsequent time segments. Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü 4

27 Generated on 20/11/ :12:23 using Junctions 9 ( ) Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C A From B C Vehicle Mix Heavy Vehicle Percentages A B C A From B C Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A 0 0 C-AB A 0 0 C-A A-B 0 0 A-C

28 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 0.00 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

29 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A 0 0 C-AB A 0 0 C-A A-B 0 0 A-C

30 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 1.18 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

31 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A C-AB A C-A A-B A-C

32 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 0.91 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

33 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A C-AB A C-A A-B A-C

34 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 1.15 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

35 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A C-AB A C-A A-B A-C

36 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 0.89 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

37 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A C-AB A C-A A-B A-C

38 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 1.32 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

39 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC B C-AB A C-A A-B A-C

40 Generated on 20/11/ :12:23 using Junctions 9 ( ) Development Junction , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 untitled T-Junction Two-way 0.95 A Junction Network Options Driving side Left Lighting Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A ONE HOUR ü B ONE HOUR ü C ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A B C From A B C Vehicle Mix Heavy Vehicle Percentages A B C From A B C

41 Generated on 20/11/ :12:23 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-AC A C-AB A C-A A-B A-C

42 Generated on 15/11/ :27:52 using Junctions 9 ( ) Junctions 9 PICADY 9 - Priority Intersection Module Version: Copyright TRL Limited, 2017 For sales and distribution information, program advice and maintenance, contact TRL: +44 (0) software@trl.co.uk The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Glounthaune Crossroads Existing.j9 Path: N:\TIA\Glounthane 2017\Junction 9 Report generation date: 15/11/ :24:12»Glounthuane Crossroads , AM»Glounthuane Crossroads , PM»Glounthuane Crossroads YEAR OF OPENING, AM»Glounthuane Crossroads YEAR OF OPENING, PM»Glounthuane Crossroads , AM»Glounthuane Crossroads , PM»Glounthuane Crossroads , AM»Glounthuane Crossroads , PM 1

43 Generated on 15/11/ :27:52 using Junctions 9 ( ) Summary of junction performance AM PM Queue (Veh) Delay (s) RFC LOS Queue (Veh) Delay (s) RFC LOS Glounthuane Crossroads Stream B-ACD A A Stream A-BCD A A Stream D-AB B A Stream D-BC C B Stream C-ABD A A Glounthuane Crossroads YEAR OF OPENING Stream B-ACD A A Stream A-BCD A A Stream D-AB C A Stream D-BC C B Stream C-ABD A A Glounthuane Crossroads Stream B-ACD A A Stream A-BCD A A Stream D-AB C A Stream D-BC D B Stream C-ABD A A Glounthuane Crossroads Stream B-ACD A A Stream A-BCD A A Stream D-AB E A Stream D-BC E C Stream C-ABD A A There are warnings associated with one or more model runs - see the 'Data Errors and Warnings' tables for each Analysis or Demand Set. Values shown are the highest values encountered over all time segments. Delay is the maximum value of average delay per arriving vehicle. File summary File Description Title Glounthuane Crossroads Location Glounthuane Village Site number Date 15/11/2017 Version Status Identifier Client O' Mahony Developments Ltd. Jobnumber TT Enumerator Fiachra O' Sullivan Description Units Distance units Speed units Traffic units input Traffic units results Flow units Average delay units tal delay units Rate of delay units m kph Veh Veh perhour s -Min permin 2

44 Generated on 15/11/ :27:52 using Junctions 9 ( ) The junction diagram reflects the last run of Junctions. Analysis Options Vehicle length (m) Calculate Queue Percentiles Calculate detailed queueing delay Calculate residual capacity RFC Threshold Average Delay threshold (s) Queue threshold (PCU) 5.75 ü Demand Set Summary ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D YEAR OF OPENING AM ONE HOUR 08:00 09:30 15 ü D YEAR OF OPENING PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü 3

45 Generated on 15/11/ :27:52 using Junctions 9 ( ) Growth Factors ID Description Use TEMPRO Growth Factor G G G Growth factors are only active if the Demand Set references them in a Relationship. Analysis Set Details ID Name Include in report Network flow scaling factor (%) Network capacity scaling factor (%) A1 Glounthuane Crossroads ü

46 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , AM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 7.42 A Junction Network Options Driving side Lighting Left Normal/unknown Arms Arms Arm Name Description Arm type A Carrigtwohill Major B Rising Tide Minor C Cork Major D North Minor Major Arm Geometry Arm Width of carriageway (m) Has kerbed central reserve Has right turn bay Visibility for right turn (m) Blocks? Blocking queue (PCU) A - Carrigtwohill ü 0.00 C - Cork ü 0.00 Geometries for Arm C are measured opposite Arm B. Geometries for Arm A (if relevant) are measured opposite Arm D. Minor Arm Geometry Arm Minor arm type Lane width (m) Width at give-way (m) Width at 5m (m) Width at 10m (m) Width at 15m (m) Width at 20m (m) Estimate flare length Flare length (PCU) Visibility to left (m) B - Rising Tide One lane D - North One lane plus flare Visibility to right (m)

47 Generated on 15/11/ :27:52 using Junctions 9 ( ) Slope / Intercept / Capacity Priority Intersection Slopes and Intercepts Junction Stream Intercept (Veh/hr) Slope for A-B Slope for A-C Slope for A-D The slopes and intercepts shown above do NOT include any corrections or adjustments. Streams may be combined, in which case capacity will be adjusted. Slope for B-A 1 A-D B-A B-C B-D, nearside lane B-D, offside lane C-B D-A D-B, nearside lane D-B, offside lane D-C Slope for B-C Slope for B-D Values are shown for the first time segment only; they may differ for subsequent time segments. Slope for C-A Slope for C-B Slope for C-D Slope for D-A Slope for D-B Slope for D-C Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix Heavy Vehicle Percentages A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North

48 Generated on 15/11/ :27:52 using Junctions 9 ( ) Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A 7 11 A-BCD A A-B 3 5 A-C D-AB B D-BC C C-ABD A 4 6 C-D C-A

49 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , PM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 1.98 A Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 8

50 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A A-BCD A A-B 2 4 A-C D-AB A D-BC B C-ABD A C-D C-A

51 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads YEAR OF OPENING, AM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 8.62 A Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D YEAR OF OPENING AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 10

52 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A 7 11 A-BCD A A-B 3 5 A-C D-AB C D-BC C C-ABD A 4 6 C-D C-A

53 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads YEAR OF OPENING, PM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 2.08 A Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D YEAR OF OPENING PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 12

54 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A A-BCD A A-B 2 4 A-C D-AB A D-BC B C-ABD A C-D C-A

55 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , AM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way B Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 14

56 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A 8 12 A-BCD A A-B 3 5 A-C D-AB C D-BC D C-ABD A 4 7 C-D C-A

57 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , PM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 2.17 A Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 16

58 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A A-BCD A A-B 3 4 A-C D-AB A D-BC B C-ABD A C-D C-A

59 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , AM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way C Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 18

60 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A 9 13 A-BCD A A-B 4 6 A-C D-AB E D-BC E C-ABD A 5 8 C-D C-A

61 Generated on 15/11/ :27:52 using Junctions 9 ( ) Glounthuane Crossroads , PM Data Errors and Warnings Severity Area Item Description Warning Queue variations Analysis Options Queue Variations cannot be calculated for crossroads. Warning Queue variations Analysis Options Queue percentiles may be unreliable if the mean queue in any time segment is very low or very high. Junction Network Junctions Junction Name Junction Type Major road direction Junction Delay (s) Junction LOS 1 Glounthuane Village Crossroads Two-way 2.34 A Junction Network Options Driving side Lighting Left Normal/unknown Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) A - Carrigtwohill ONE HOUR ü B - Rising Tide ONE HOUR ü C - Cork ONE HOUR ü D - North ONE HOUR ü Origin-Destination Data Demand (Veh/hr) A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill From B - Rising Tide C - Cork D - North Vehicle Mix 20

62 Generated on 15/11/ :27:52 using Junctions 9 ( ) Heavy Vehicle Percentages From A - Carrigtwohill B - Rising Tide C - Cork D - North A - Carrigtwohill B - Rising Tide C - Cork D - North Results Results Summary for whole modelled period Stream Max RFC Max delay (s) Max Queue (Veh) Max 95th percentile Queue (Veh) Max LOS Average Demand (Veh/hr) tal Junction Arrivals (Veh) B-ACD A A-BCD A A-B 3 4 A-C D-AB A D-BC C C-ABD A C-D C-A

63 Generated on 15/11/ :11:17 using Junctions 9 ( ) Junctions 9 ARCADY 9 - Roundabout Module Version: Copyright TRL Limited, 2017 For sales and distribution information, program advice and maintenance, contact TRL: +44 (0) software@trl.co.uk The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution Filename: Cobh Cross Roundabout Existing.j9 Path: N:\TIA\Glounthane 2017\Junction 9\Cobh Cross Roundabout Report generation date: 15/11/ :10:41»Cobh Cross Roundabout , AM»Cobh Cross Roundabout , PM»Cobh Cross Roundabout , AM»Cobh Cross Roundabout , PM»Cobh Cross Roundabout , AM»Cobh Cross Roundabout , PM»Cobh Cross Roundabout , AM»Cobh Cross Roundabout , PM Summary of junction performance Queue (Veh) Delay (s) RFC LOS AM Junction Delay (s) Junction LOS Network Residual Capacity Queue (Veh) Delay (s) Cobh Cross Roundabout Cobh A 24 % A 3 - Slip-off N A A 4 - Fota Retail Park 5 - Carrigtwohill A A 6.35 A [3 - Slipoff N25] A A Cobh Cross Roundabout Cobh A 14 % A 3 - Slip-off N B A 4 - Fota Retail Park 5 - Carrigtwohill A A 8.17 A [3 - Slipoff N25] A A Cobh Cross Roundabout Cobh A 7 % A 3 - Slip-off N C B B 4 - Fota Retail Park B [3 - Slipoff A 5 - Carrigtwohill A N25] A Cobh Cross Roundabout Cobh A -3 % A 3 - Slip-off N F C 4 - Fota Retail Park 5 - Carrigtwohill B A C [3 - Slipoff N25] B B RFC LOS PM Junction Delay (s) Junction LOS 6.59 A 7.73 A 9.52 A C Network Residual Capacity 27 % [3 - Slipoff N25] 21 % [3 - Slipoff N25] 14 % [3 - Slipoff N25] 3 % [3 - Slipoff N25] Values shown are the highest values encountered over all time segments. Delay is the maximum value of average delay per arriving vehicle. Junction LOS and Junction Delay are demand-weighted averages. Network Residual Capacity indicates the amount by which network flow could be increased before a user-definable threshold (see Analysis Options) is met. 1

64 Generated on 15/11/ :11:17 using Junctions 9 ( ) File summary File Description Title Cobh Cross Roundabout Location Cobh Cross - Cork Site number Date 15/11/2017 Version Status Identifier Client O' Mahony Developments Jobnumber TT Enumerator Fiachra O' Sullivan Description Units Distance units Speed units Traffic units input Traffic units results Flow units Average delay units tal delay units Rate of delay units m kph Veh Veh perhour s -Min permin The junction diagram reflects the last run of Junctions. 2

65 Generated on 15/11/ :11:17 using Junctions 9 ( ) Analysis Options Vehicle length (m) Calculate Queue Percentiles Calculate detailed queueing delay Calculate residual capacity Residual capacity criteria type RFC Threshold Average Delay threshold (s) Queue threshold (PCU) 5.75 ü Delay Demand Set Summary ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü D AM ONE HOUR 08:00 09:30 15 ü D PM ONE HOUR 17:00 18:30 15 ü Growth Factors ID Description Use TEMPRO Growth Factor G G G Growth factors are only active if the Demand Set references them in a Relationship. Analysis Set Details ID Name Include in report Network flow scaling factor (%) Network capacity scaling factor (%) A2 Cobh Cross Roundabout ü

66 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, A Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Arms Arms Arm Name Description 1 SLip-on N25 2 Cobh 3 Slip-off N25 4 Fota Retail Park 5 Carrigtwohill Roundabout Geometry Arm V - Approach road halfwidth (m) E - Entry width (m) l' - Effective flare length (m) R - Entry radius (m) D - Inscribed circle diameter (m) PHI - Conflict (entry) angle (deg) 1 - SLip-on N25 ü 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Exit only Slope / Intercept / Capacity Roundabout Slope and Intercept used in model Arm Final slope Final intercept (PCU/hr) 1 - SLip-on N Cobh Slip-off N Fota Retail Park Carrigtwohill The slope and intercept shown above include any corrections and adjustments. Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü 4

67 Generated on 15/11/ :11:17 using Junctions 9 ( ) Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh FLAT Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh From 3 - Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix Heavy Vehicle Percentages 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh From 3 - Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N A Fota Retail Park A Carrigtwohill A

68 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, A Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh FLAT Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 6

69 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N A Fota Retail Park A Carrigtwohill A

70 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, A Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 8

71 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N B Fota Retail Park A Carrigtwohill A

72 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, A Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 10

73 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N A Fota Retail Park A Carrigtwohill A

74 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, B Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 12

75 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N C Fota Retail Park B Carrigtwohill A

76 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, A Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 14

77 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N B Fota Retail Park A Carrigtwohill A

78 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , AM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, C Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D AM ONE HOUR 08:00 09:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 16

79 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N F Fota Retail Park B Carrigtwohill A

80 Generated on 15/11/ :11:17 using Junctions 9 ( ) Cobh Cross Roundabout , PM Data Errors and Warnings No errors or warnings Junction Network Junctions Junction Name Junction Type Arm order Junction Delay (s) Junction LOS 1 Carrigtwohill Roundabout Standard Roundabout 1, 2, 3, 4, C Junction Network Options Driving side Lighting Network residual capacity (%) First arm reaching threshold Left Normal/unknown Slip-off N25 Traffic Demand Demand Set Details ID Scenario name Time Period name Traffic profile type Start time (HH:mm) Finish time (HH:mm) Time segment length (min) Run automatically D PM ONE HOUR 17:00 18:30 15 ü Vehicle mix varies over turn Vehicle mix varies over entry Vehicle mix source PCU Factor for a HV (PCU) ü ü HV Percentages 2.00 Demand overview (Traffic) Arm Linked arm Profile type Use O-D data Average Demand (Veh/hr) Scaling Factor (%) 1 - SLip-on N Cobh ONE HOUR ü Slip-off N25 ONE HOUR ü Fota Retail Park ONE HOUR ü Carrigtwohill ONE HOUR ü Origin-Destination Data Demand (Veh/hr) 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only From 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Vehicle Mix 18

81 Generated on 15/11/ :11:17 using Junctions 9 ( ) Heavy Vehicle Percentages From 1 - SLip-on N Cobh 3 - Slip-off N Fota Retail Park 5 - Carrigtwohill 1 - SLip-on N25 Exit-only Exit-only Exit-only Exit-only Exit-only 2 - Cobh Slip-off N Fota Retail Park Carrigtwohill Results Results Summary for whole modelled period Arm Max RFC Max delay (s) Max Queue (Veh) Max LOS 1 - SLip-on N25 Average Demand (Veh/hr) tal Junction Arrivals (Veh) 2 - Cobh A Slip-off N C Fota Retail Park B Carrigtwohill B

82 APPENDIX C DRAWINGS

83