Craigieburn Employment Precinct North and English Street

Transcription

1 Craigieburn Employment Precinct North and English Street METROPOLITAN PLANNING AUTHORITY Intersection Analyses 7 February 2014

2 Intersection Analyses Craigieburn Employment Precinct North and English Street Project no: Document title: Revision: SB20212 Intersection Analyses Date: 7 February 2014 Client name: File name: D Sinclair Knight Merz ABN Floor 11, 452 Flinders Street Melbourne VIC 3000 PO Box 312, Flinders Lane T F Metropolitan Planning Authority SB20212 Craigieburn PSP25 Intersection Analysis (Rev D).docx COPYRIGHT: The concepts and information contained in this document are the property of Sinclair Knight Merz Pty Ltd (SKM). Use or copying of this document in whole or in part without the written permission of SKM constitutes an infringement of copyright. Document history and status Revision Date Description By Review Approved A 14 Nov 13 Initial turning volumes and SIDRA analyses (12 sites) TE CM CM B 4 Dec 13 Updated intersection layouts and SIDRA analyses (13 sites) TE CM CM C 31 Jan 14 Report of analyses with updated 2026 turning volumes (13 sites) TE CM CM D 7 Feb 14 Change in intersection identifiers and removal of intersection 9 TE CM CM PAGE 1

3 Intersection Analyses Contents 1. Introduction Turning volumes Assumptions Turning volume summaries turning volumes turning volumes SIDRA intersection analysis Intersection performance criteria Summary of results Appendix A. Intersection configurations and phasing 2026 Appendix B. Intersection configurations and phasing 2046 Appendix C. Movement performance 2026 AM peak Appendix D. Movement performance 2026 PM peak Appendix E. Movement performance 2046 AM peak Appendix F. Movement performance 2046 PM peak Disclaimer The sole purpose of this report and the associated services performed by Sinclair Knight Merz ( SKM ) is to assess the potential future intersection requirements in PSP 25 in accordance with the scope of services set out in the contract between SKM and the Client. That scope of services, as described in this report, was developed with the Client. In preparing this report, SKM has relied upon, and presumed accurate, any information (or confirmation of the absence thereof) provided by the Client and/or from other sources. Except as otherwise stated in the report, SKM has not attempted to verify the accuracy or completeness of any such information. If the information is subsequently determined to be false, inaccurate or incomplete then it is possible that our observations and conclusions as expressed in this report may change. SKM derived the data in this report from information sourced from the Client (if any) and/or available in the public domain at the time or times outlined in this report. The passage of time, manifestation of latent conditions or impacts of future events may require further examination of the project and subsequent data analysis, and re-evaluation of the data, findings, observations and conclusions expressed in this report. SKM has prepared this report in accordance with the usual care and thoroughness of the consulting profession, for the sole purpose described above and by reference to applicable standards, guidelines, procedures and practices at the date of issue of this report. For the reasons outlined above, however, no other warranty or guarantee, whether expressed or implied, is made as to the data, observations and findings expressed in this report, to the extent permitted by law. This report should be read in full and no excerpts are to be taken as representative of the findings. No responsibility is accepted by SKM for use of any part of this report in any other context. This report has been prepared on behalf of, and for the exclusive use of, SKM s Client, and is subject to, and issued in accordance with, the provisions of the contract between SKM and the Client. SKM accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance upon, this report by any third party. PAGE 2

4 Intersection Analyses 1. Introduction This report accompanies the main strategic modelling report 1 for Precinct Structure Plan (PSP) 25, which incorporates the Craigieburn Employment Area North and English Street areas. The purpose of the report is to advise on potential intersection capacity requirements at key intersections within PSP 25. The intersections assessed in this report are shown in Figure 1.1 below. Each intersection is identified by a number (1 to 12) which is referred to in the tables and diagrams throughout the report. Figure 1.1 : Modelled intersections in Craigieburn North Employment Precinct and English Street (PSP 25) 1 Sinclair Knight Merz (2014), Strategic Traffic Modelling Craigieburn PSP25, Final report for the Metropolitan Planning Authority. PAGE 3

5 Intersection Analyses Two forecast years were assessed: an interim year of 2026 and an ultimate year of The road networks assumed in each of these scenarios are described in the main strategic modelling report (Scenario 1B) 1. Note that intersections 7, 8, 10 and 11 are assumed to be operational only in the 2046 scenario. The report is structured as follows: Chapter 2 summarises the assumed turning volumes at each intersection for 2026 and Chapter 3 summarises the intersection layouts and level of service under assumed 2026 traffic conditions. Chapter 4 summarises the updated intersection layouts and level of service under assumed 2046 traffic conditions. PAGE 4

6 Intersection Analyses 2. Turning volumes This chapter summarises the future turning volumes assumed in the analysis of future intersection requirements. 2.1 Assumptions As part of the road network planning study for PSP25, the Northern Growth Corridor transport model 2 was used to forecast traffic volumes in the area for 2026 and The raw volumes obtained from the model were generally reasonable on arterial roads, such as Brookville Drive and Donnybrook Road, but were less reliable on local streets. At several intersections, this resulted in the following issues: some turning movements occasionally had zero flows on the minor approaches of intersections serving local developments; unbalanced turning flows occurred at adjacent intersections (e.g. heavy right turns at intersection 5 and very low right turning volumes at nearby intersection 7). These issues were dealt with using the following process: Intersections 5 and 7: Turning flows from the north were unbalanced, with high volumes turning right from intersection 5 and left from intersection 7. Turning volumes were proportionally redistributed at the two intersections according to the total approach volume on the northern leg of the intersection. The east-west flows were also adjusted to account for the redistribution of traffic. Intersections 9 and 12: In the English Street area, the model routed traffic flow from the area onto a small number of collector roads, leaving other local streets without any traffic at all. In these cases, traffic was redistributed evenly between the available road connections, resolving the zero-flow issues on minor-leg approaches at these intersections. Other zero-flow movements: At some other minor intersections, local-street approaches were occasionally modelled with zero-flow turning volumes. In these cases, the turning flows were set to an appropriate minimum flow, which we have judged to be 10 vehicles per hour per movement, resulting in a minimum approach volume of 30 vehicles per hour. All flows were adjusted systematically; no ad-hoc adjustments were made. Where possible, total traffic flows were maintained in the road network, so that a reduction of flow at one intersection was balanced by an increase at an adjacent intersection. 2.2 Turning volume summaries The following diagrams summarise the adjusted turning movements for the AM and PM peak periods for the years 2026 and The results are expressed as hourly volumes to provide for ease of comparison, and have been rounded to the nearest multiple of five vehicles. Volumes in 2046 are generally lower along Brookville Drive than in 2026 due to the access provided to the Hume Freeway by the extension of English Street and the provision of new on and off ramps. This is observed for all traffic travelling inbound in the morning peak and outbound in the afternoon peak, with decreases observed along Brookville Drive for southbound traffic in the AM peak and northbound traffic in the PM peak. 2 The Northern Growth Corridor model is a variant of the Victorian Government s Victorian Integrated Transport Model (VITM). Its use for this study is described further in Sinclair Knight Merz (2014), Strategic Traffic Modelling Craigieburn PSP25, Final report for the Metropolitan Planning Authority. PAGE 5

7 Intersection Analyses turning volumes Intersection 2026 HOURLY TURNING MOVEMENT VOLUMES AM PEAK (7-9am) PM PEAK (3-6pm) HOURLY TURNING MOVEMENT VOLUMES HOURLY TURNING MOVEMENT VOLUMES Intersection Donnybrook Road Donnybrook Road English Street English Street Intersection Brookville Drive English Street Brookville Drive English Street Intersection Kinloch Court Brookville Drive Brookville Drive Kinloch Court Intersection Brookville Drive Brookville Drive PAGE 6

8 Intersection Analyses Intersection Intersection HOURLY TURNING MOVEMENT VOLUMES AM PEAK (7-9am) HOURLY TURNING MOVEMENT VOLUMES Brookville Drive Brookville Drive Summerhill Rd -1-1 Summerhill Rd Amaroo Road PM PEAK (3-6pm) HOURLY TURNING MOVEMENT VOLUMES Amaroo Road Intersection Amaroo Road Amaroo Road Intersection English Street English Street Intersection English Street English Street PAGE 7

9 Intersection Analyses turning volumes Intersection 2046 HOURLY TURNING MOVEMENT VOLUMES AM PEAK (7-9am) PM PEAK (3-6pm) HOURLY TURNING MOVEMENT VOLUMES HOURLY TURNING MOVEMENT VOLUMES Intersection Donnybrook Road Donnybrook Road English Street English Street Intersection Brookville Drive English Street Brookville Drive English Street Intersection Brookville Drive Kinloch Court Brookville Drive Kinloch Court Intersection Brookville Drive Brookville Drive PAGE 8

10 Intersection Analyses Intersection Intersection 7 Intersection 6 Intersection HOURLY TURNING MOVEMENT VOLUMES AM PEAK (7-9am) HOURLY TURNING MOVEMENT VOLUMES Brookville Drive Brookville Drive Summerhill Rd Summerhill Rd Amaroo Road Amaroo Road Amaroo Road PM PEAK (3-6pm) HOURLY TURNING MOVEMENT VOLUMES Amaroo Road Summerhill Rd Summerhill Rd Intersection English Street English Street PAGE 9

11 Intersection Analyses Intersection 2046 HOURLY TURNING MOVEMENT VOLUMES AM PEAK (7-9am) PM PEAK (3-6pm) HOURLY TURNING MOVEMENT VOLUMES HOURLY TURNING MOVEMENT VOLUMES Intersection English Street English Street Intersection English Street English Street to Hume Fwy Southbound to Hume Fwy Southbound Intersection 11 Intersection English Street English Street from Hume Fwy Northbound from Hume Fwy Northbound English Street English Street PAGE 10

12 Intersection Analyses 3. SIDRA intersection analysis This chapter proposes layouts and lane configurations for each of the intersections to accommodate the turning volumes listed in Chapter Intersection performance criteria SIDRA Intersection analysis software was used to calculate the levels of service at each intersection and to help optimise the intersection layouts. The criteria used to determine the configuration of lanes on each approach were as follows: degree of saturation generally less than 0.9 (i.e. volumes should be less than 90% of each movement s capacity); 95 th percentile queue lengths generally less than 150 metres; effective stop rates less than 1.0 (i.e. each vehicle can proceed through the signals within a single signal cycle); intersection layout should generally conform with VicRoads design practice (for example, ensuring that the number of departure lanes match the number of approach lanes; using indented turning lanes on divided arterial roads). In some cases, intersections having performance values slightly above the thresholds were deemed to be suitable, particularly where the addition of further lanes would result in significant excess capacity being provided. Full SIDRA output summaries and intersection layouts are provided in Appendix A. 3.2 Summary of results The following tables provide a summary of the performance parameters for each intersection with the layouts as shown in Appendix A. Table 3.1 : Intersection performance parameters (2026 AM peak) Intersection LOS Average Delay (sec/veh) DOS Highest DOS 95th %ile Queue (m) Longest queue Effective Stop Rate 1 - Donnybrook Road and English Street B East 78 East Brookville Drive and English Street (West) C East 135 East Brookville Drive and Kinloch Court A North 21 North Brookville Drive and East-West Access Road A North 21 North Brookville Drive (Amaroo Road) and Summerhill Road A North 41 North Amaroo Road and East-West Connector Road A North 22 North English Street and East-West Access Road A North 73 North English Street and Norman Road B North 40 East 0.43 LOS = level of service DOS = degree of saturation PAGE 11

13 Intersection Analyses Table 3.2 : Intersection performance parameters (2026 PM peak) Intersection LOS Average Delay (sec/veh) DOS Highest DOS 95th %ile Queue (m) Longest queue Effective Stop Rate 1 - Donnybrook Road and English Street C West 106 West Brookville Drive and English Street (West) B South 76 South Brookville Drive and Kinloch Court A South 41 South Brookville Drive and East-West Access Road A South 42 South Brookville Drive (Amaroo Road) and Summerhill Road A South 66 South Amaroo Road and East-West Connector Road A South 43 South English Street and East-West Access Road A South 156 South English Street and Norman Road B West 80 West 0.77 LOS = level of service DOS = degree of saturation Table 3.3 : Intersection performance parameters (2046 AM peak) Intersection LOS Average Delay (sec/veh) DOS Highest DOS 95th %ile Queue (m) Longest queue Effective Stop Rate 1 - Donnybrook Road and English Street D East 110 East Brookville Drive and English Street (West) C South 39 South Brookville Drive and Kinloch Court A South 6 North Brookville Drive and East-West Access Road A South 9 South Brookville Drive (Amaroo Road) and Summerhill Road C West 90 East Amaroo Road and East-West Connector Road A North 6 North Summerhill Road and North-South Connector Road A East 13 East English Street and North-South Connector Road A East 11 East English Street and East-West Access Road A West 40 North Hume Freeway Southbound On Ramp A West 12 West Hume Freeway Northbound Off Ramp B West 15 West English Street and Norman Road C North 63 North 0.79 LOS = level of service DOS = degree of saturation PAGE 12

14 Intersection Analyses Table 3.4 : Intersection performance parameters (2046 PM peak) Intersection LOS Average Delay (sec/veh) DOS Highest DOS 95th %ile Queue (m) Longest queue Effective Stop Rate 1 - Donnybrook Road and English Street D East 119 North Brookville Drive and English Street (West) C South 78 South Brookville Drive and Kinloch Court A North 8 North Brookville Drive and East-West Access Road A West 12 North Brookville Drive (Amaroo Road) and Summerhill Road C North 95 East Amaroo Road and East-West Connector Road A North 4 North Summerhill Road and North-South Connector Road A West 16 West English Street and North-South Connector Road A West 16 West English Street and East-West Access Road A South 73 South Hume Freeway Southbound On Ramp A West 20 West Hume Freeway Northbound Off Ramp C South 22 South English Street and Norman Road C North 92 West 0.82 LOS = level of service DOS = degree of saturation PAGE 13

15 Intersection Analyses Appendix A. Intersection configurations and phasing 2026

16 2026 1) Donnybrook and English

17 2026 2) Brookville and English (West)

18 2026 3) Brookville and Kinloch

19 2026 4) Brookville and East-West Access Road

20 2026 5) Brookville and Summerhill

21 2026 6) Amaroo and East-West Connector Road

22 2026 9) English Street and East-West Access Road

23 ) English Street and Norman Road

24 Intersection Analyses Appendix B. Intersection configurations and phasing 2046 PAGE 2

25 2046 1) Donnybrook and English 10 P age

26 2046 2) Brookville and English (West) 11 P age

27 2046 3) Brookville and Kinloch 12 P age

28 2046 4) Brookville and East-West Access Road 13 P age

29 2046 5) Brookville and Summerhill 14 P age

30 2046 6) Amaroo and East-West Connector Road 15 P age

31 2046 7) Summerhill and North-South Connector 16 P age

32 2046 8) English and North-South Connector Road 17 P age

33 2046 9) English and East-West Access Road 18 P age

34 ) Hume Freeway Southbound On Ramp 19 P age

35 ) Hume Freeway Northbound Off Ramp 20 P age

36 ) English and Norman Road 21 P age

37 Intersection Analyses Appendix C. Movement performance 2026 AM peak PAGE 3

38 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 1 - Donnybrook and English Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS C Through LOS B Right LOS D Approach LOS C East Left LOS B Through LOS B Right LOS C Approach LOS B North Left LOS C Through LOS C Right LOS C Approach LOS C West Left LOS B Through LOS B Right LOS C Approach LOS B All Vehicles LOS B

39 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 2- Brookville and English (West) Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS B Through LOS A Right LOS B Approach LOS B East Left LOS C Through LOS D Right LOS D Approach LOS C North Left LOS D Through LOS C Right LOS D Approach LOS D West Left LOS C Through LOS B Right LOS C Approach LOS C All Vehicles LOS C

40 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 3 - Brookville and Kinloch Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS B Through LOS A Right LOS B Approach LOS B North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS A Through LOS A Right LOS B Approach LOS A All Vehicles LOS A

41 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 4 - Brookville and East-West Access Road Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS B Through LOS A Right LOS B Approach LOS B North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS A Through LOS A Right LOS B Approach LOS A All Vehicles LOS A

42 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 5 - Brookville and Summerhill Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS B Through LOS A Right LOS B Approach LOS A East Left LOS D Through LOS C Right LOS D Approach LOS D North Left LOS B Through LOS A Right LOS B Approach LOS A West Left LOS D Through LOS C Right LOS D Approach LOS D All Vehicles LOS A

43 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 6 - Amaroo and East-West Connector Road Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS A Through LOS A Right LOS B Approach LOS B North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS A Through LOS A Right LOS B Approach LOS A All Vehicles LOS A

44 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 9 - English Street and East-West Access Road Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS D Through LOS D Right LOS D Approach LOS D North Left LOS B Through LOS A Right LOS B Approach LOS A West Left LOS D Through LOS D Right LOS D Approach LOS D All Vehicles LOS A

45 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 12 - English Street and Norman Road Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS E Through LOS E Right LOS E Approach LOS E East Left LOS E Through LOS E Right LOS E Approach LOS E North Left LOS C Through LOS B Right LOS B Approach LOS B West Left LOS B Through LOS E Right LOS E Approach LOS B All Vehicles LOS B

46 Intersection Analyses Appendix D. Movement performance 2026 PM peak PAGE 4

47 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 1 - Donnybrook and English Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS C Through LOS B Right LOS C Approach LOS C East Left LOS C Through LOS C Right LOS D Approach LOS C North Left LOS B Through LOS A Right LOS C Approach LOS C West Left LOS B Through LOS C Right LOS D Approach LOS C All Vehicles LOS C

48 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 2- Brookville and English (West) Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS B Through LOS A Right LOS B Approach LOS B East Left LOS B Through LOS D Right LOS E Approach LOS C North Left LOS D Through LOS C Right LOS E Approach LOS D West Left LOS C Through LOS C Right LOS C Approach LOS C All Vehicles LOS B

49 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 3 - Brookville and Kinloch Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS A Through LOS A Right LOS B Approach LOS A North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS B Through LOS B Right LOS C Approach LOS B All Vehicles LOS A

50 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 4 - Brookville and East-West Access Road Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS A Through LOS A Right LOS B Approach LOS A North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS B Through LOS B Right LOS C Approach LOS B All Vehicles LOS A

51 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 5 - Brookville and Summerhill Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS B Through LOS A Right LOS B Approach LOS A East Left LOS D Through LOS D Right LOS D Approach LOS D North Left LOS B Through LOS A Right LOS B Approach LOS A West Left LOS D Through LOS D Right LOS D Approach LOS D All Vehicles LOS A

52 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 6 - Amaroo and East-West Connector Road Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS A Through LOS A Right LOS B Approach LOS A North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS B Through LOS B Right LOS C Approach LOS B All Vehicles LOS A

53 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 9 - English Street and East-West Access Road Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS E Through LOS D Right LOS E Approach LOS E North Left LOS B Through LOS A Right LOS C Approach LOS A West Left LOS E Through LOS D Right LOS E Approach LOS E All Vehicles LOS A

54 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - PM Peak 12 - English Street and Norman Road Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS E Through LOS E Right LOS E Approach LOS E East Left LOS E Through LOS E Right LOS E Approach LOS E North Left LOS C Through LOS B Right LOS B Approach LOS B West Left LOS B Through LOS E Right LOS E Approach LOS B All Vehicles LOS B

55 Intersection Analyses Appendix E. Movement performance 2046 AM peak PAGE 5

56 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 1 - Donnybrook and English Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS D Through LOS C Right LOS D Approach LOS D East Left LOS C Through LOS C Right LOS E Approach LOS D North Left LOS B Through LOS C Right LOS E Approach LOS D West Left LOS C Through LOS C Right LOS E Approach LOS C All Vehicles LOS D

57 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 2- Brookville and English (West) Signals Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS B East Left LOS B Through LOS C Right LOS D Approach LOS B North Left LOS C Through LOS B Right LOS D Approach LOS C West Left LOS C Through LOS C Right LOS D Approach LOS D All Vehicles LOS C

58 MOVEMENT OUTPUT Use the Control sheet to create output data in this sheet. For detailed information, refer to the Intro sheet. Title: Type: Scenario 1B - AM Peak 3 - Brookville and Kinloch Roundabout Movement Performance - Vehicles Demand Deg. Average Total Percentile Back of Queue Effective Average Tot. Travel Flow Turn HV Satn. Delay Delay Level of Vehicles Distance Prop. Stop Rate Speed Time Perf. veh/h % v/c sec veh-h/h Service veh m Queued per veh km/h veh-h/h Index South Left LOS A Through LOS A Right LOS B Approach LOS A East Left LOS A Through LOS A Right LOS B Approach LOS A North Left LOS A Through LOS A Right LOS B Approach LOS A West Left LOS A Through LOS A Right LOS B Approach LOS B All Vehicles LOS A