TRAFFIC IMPACT STUDY

Transcription

1 675 Millcreek Drive, Unit 1 Mississauga, Ontario L5N 5M4 T: F: TRAFFIC IMPACT STUDY PROPOSED MOSQUE DEVELOPMENT 4269 REGIONAL ROAD 25 TOWN OF OAKVILLE PREPARED FOR: MUSLIM ASSOCIATION OF MILTON August Transportation Planning Traffic Engineering Specialized Traffic Assessments Site and Location Investigation Strategic Advisory A Member of The Sernas Group Inc.

2 675 Millcreek Drive, Unit 1 Mississauga, Ontario L5N 5M4 T: F: August 2, 212 Muslim Association of Milton 511 Ontario Street Milton, Ontario L9T 2N2 Attention: Mr. Shoukat Choudry, President Dear Sir: Re: Traffic Impact Study Proposed Mosque Development 4269 Regional Road 25 Town of Oakville Our Project No Transtech is pleased to submit the following Traffic Impact Study assessing the traffic impacts of the proposed mosque development located at 4269 Regional Road 25, in the Town of Oakville. The 12.7 acre site is currently a residential property with a house and separate storage building. The proposal is to use 21 m 2 (226.4 sq-ft) of the house as the mosque prayer area, maintain the storage building and relocatee the site driveway to the south on Regional Road 25, opposite Henderson Road. The driveway will connect to a new 4 space parking lot. Our study concludes that traffic generated by the proposed mosque development can be accommodated at the existing Regional Road 25 and Henderson Road intersection. This includes provision of a warranted southbound left turn lane at the proposed site driveway, which can be included as part of the planned 212/213 widening of Regional Road 25. We trust the enclosed is sufficient for your needs, but please do not hesitate to contact the undersigned should you require any additional assistance. Yours truly, TRANSTECH William Maria, P.Eng. Associate, Transportation Engineer Michael Dowdall, Dipl.T. Transportation Analyst MD/db Encl Transportation Planning Traffic Engineering Specialized Traffic Assessments Site and Location Investigation Strategic Advisory A Member of The Sernas Group Inc.

3 TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY 1. INTRODUCTION RETAINER AND OBJECTIVE STUDY BACKGROUND STUDY TEAM SITE CHARACTERISTICS SITE ENVIRONS STUDY AREA SITE PLAN SITE ACCESS EXISTING (212) CONDITIONS ROAD NETWORK EXISTING TRAFFIC DATA BACKGROUND (217) TRAFFIC CONDITIONS STUDY HORIZON YEAR PLANNED STUDY AREA ROAD NETWORK FUTURE DEVELOPMENTS FUTURE TRAFFIC GROWTH ESTIMATED SITE TRAFFIC SITE TRIP GENERATION SITE TRIP DISTRIBUTION AND ASSIGNMENT TOTAL (217) TRAFFIC CONDITIONS PROJECTED TOTAL TRAFFIC WARRANT ANALYSES CAPACITY ANALYSES CONCLUSIONS... Error! Bookmark not defined.

4 TABLE OF CONTENTS PAGE FIGURES Figure 1: SITE LOCATION... 2 Figure 2: SITE PLAN... 4 Figure 3: EXISTING (212) TRAFFIC VOLUMES... 7 Figure 4: SITE ACCESS FUNCTIONAL DESIGN OVERLAY... 9 Figure 5: BACKGROUND (217) TRAFFIC VOLUMES... 1 Figure 6: ESTIMATED SITE TRIPS Figure 7: TOTAL (217) TRAFFIC VOLUMES TABLES Table 1: SUMMARY OF MOSQUE PRAYER PERIODS... 1 Table 2: TRAFFIC ANALYSIS PERIODS... 6 Table 3: SITE TRIP GENERATION Table 4: SITE TRIP DISTRIBUTION Table 5: EXISTING (212) TRAFFIC CONDITIONS Table 6: BACKGROUND (217) TRAFFIC CONDITIONS Table 7: TOTAL (217) TRAFFIC CONDITIONS APPENDICES APPENDIX A: APPENDIX B: TRAFFIC DATA AND WARRANT REPORTS SYNCHRO AND SIMTRAFFIC ANALYSIS

5 EXECUTIVE SUMMARY 1. The proposed mosque prayer area within the existing house is 21 m 2 (226 sq-ft). 2. There are four significant prayer periods of site arrival and departure traffic impact analysis: Early Morning Prayer: Daily at sunrise, conservatively uses the a.m. peak hour for background traffic volumes Evening Prayer: Daily at sunset, conservatively uses the p.m. peak hour for background traffic volumes Nightly Prayer: Daily from 8: 11: p.m., conservatively uses the busiest hour during Nightly Prayer from 8: 9: p.m. Friday Prayer: Weekly from 1: 2: p.m., uses an arrival background traffic peak from 12: 1: p.m. and a departure background traffic peak from 2: 3: p.m. 3. The site plan proposes a new full movement access driveway (with two exit lanes) on Regional Road 25 to be aligned with the Henderson Road centreline. 4. A new parking lot with 4 parking spaces is planned along with two handicapped parking spaces in front of the existing house. 5. Traffic counts at the Regional Road 25 intersection with Henderson Road were obtained using the Miovision traffic data collection system on Friday April 27, In accordance with Halton Region requirements, a horizon year of 217 (5 year post buildout) was selected for the analysis to represent the future traffic conditions. 7. A 3.% annual growth rate was applied to existing 212 through volumes on Regional Road 25 to project background traffic for the 217 horizon year. 8. Existing and future traffic conditions were analyzed assuming completion of the Halton Region scheduled Regional Road 25 road widening to four travel lanes. 9. Mosque prayer period arrival and departure trips typically occur separately, before and after the scheduled prayer times (each assumed to have a duration of approximately 15 minutes). Site trips were assumed to peak at the capacity of the parking lot, which are 4 inbound and 4 outbound trips for each prayer period. Based on the attendance expected, this overstates the estimated trips for all daily prayer periods while matching the expected attendance for the weekly Friday Prayer period. 1. Site generated trips were assigned 75% north and 25% south. This reflects that the Muslim Association of Milton mosque is currently located north in the Town of Milton, while the Town of Oakville and Highway 47 are in close proximity to the south. 11. Under total 217 traffic conditions with the addition of the site arrival trips, the unsignalized Regional Road 25 study intersection is expected to operate with very good to excellent operational characteristics and no significant queuing.

6 12. Under total 217 traffic conditions with the addition of the site departure trips, the unsignalized Regional Road 25 study intersection is again expected to operate with very good to excellent operational characteristics with exception of the westbound left turn movement after Early Morning Prayer. The minor queuing because of delay is however a very short duration and is based on a conservative estimate of trip volume in comparison to the expected attendance. 13. Application of the MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized Procedure indicates the warrant for a southbound left turn lane at the site driveway is satisfied and should have a minimum of 15 metre storage length and 15 metre taper, for a 1 km/h design speed. This was confirmed by SimTraffic queuing analysis. The turning lane can be provided within the planned shadow lane and 2 metre flush median island at the Henderson Road intersection. 14. The MTO Traffic Signal Warrant Analysis (Projected Volumes for Justification 7) confirms that the Regional Road 25 study intersection does not warrant traffic signals in the 217 horizon year.

7 1. INTRODUCTION 1.1. RETAINER AND OBJECTIVE Transtech was retained by The Muslim Association of Milton for the preparation of a Traffic Impact Study to determine the impact of the proposed mosque located at 4269 Regional Road 25 on the adjacent road network. The subject site location is within the Town of Oakville at the northern limit of the municipality as shown in Figure STUDY BACKGROUND The proposed site has an existing house with 21 m 2 (2,26 sq-ft) used for the prayer area. The current site access driveway will be relocated and a 4 parking space parking lot will be constructed to accommodate the maximum 12 mosque attendees. Four significant prayer periods were identified by Muslim Association of Milton officials: Table 1 summarizes the information provided about the significant prayer periods. Table 1: SUMMARY OF MOSQUE PRAYER PERIODS Prayer Period: Frequency Prayer Time Attendees Average Time on Premises Early Morning Daily Sunrise minutes Evening Daily Sunset minutes Nightly Daily 8: 11: p.m minutes Friday Weekly 1: 2: p.m. Max 12 6 minutes The objective of this study is to determine the impact of anticipated traffic volumes generated by the proposed mosque on the surrounding road network and if necessary recommend improvements. Traffic data was collected for the intersection of Regional Road 25 and Henderson Road to provide background traffic conditions. A planning horizon of 5 years (217) was selected for analysis of future traffic conditions. Transtech consulted with Halton Region staff to discuss and confirm the scope of assumptions for this study STUDY TEAM The following Transtech team was involved in the preparation of this study: Mr. William Maria, P. Eng., Associate, Transportation Engineer Mr. Michael Dowdall, Dipl.T., Transportation Analyst Mr. Ben Gammie, Transportation Assistant Transtech August Regional Road Town of Oakville - 1 -

8 LOWER BASE LINE NOT TO SCALE SITE BURNHAMTHORPE ROAD WEST HIGHWAY 47 SITE LOCATION FIGURE 1

9 2. SITE CHARACTERISTICS 2.1 SITE ENVIRONS The proposed property is 12.7 acres located at 4269 Regional Road 25, in the Town of Oakville. It is northeast of the Regional Road 25 intersection with Henderson Road. The site is just south of the Town of Milton borderline and approximately 1.5 km north of Highway 47. There is an electrical transmission corridor south of the site. The subject property is currently a private residence. The proposal to convert it into a mosque assumes that 21 m 2 (226 sq-ft) will be used as prayer area. Another existing structure on the site will be only used for storage. The surrounding land is comprised primarily of agricultural uses, but also includes residential and worship land uses. 2.2 STUDY AREA The study area includes the intersection of: 2.3 SITE PLAN Regional Road 25 at Henderson Road / Proposed Site Driveway Figure 2 shows the proposed mosque development site plan including the new access driveway. The proposed site driveway location appears to be aligned with the centreline of Henderson Road, but should be confirmed. The proposed parking lot contains 4 spaces with an additional two handicap spaces in front of the existing attached garage. The site driveway has an internal two-way connection to the proposed parking lot and a one-way loop to the front of the proposed mosque. 2.4 SITE ACCESS The proposed site driveway is recommended to centreline align with Henderson Road as the east leg at the intersection on Regional Road 25. It is further recommended that the site driveway be stop controlled at Regional Road 25. The driveway has three lanes on the approach to Regional Road 25, a single entry lane and dual exits lanes, for left and through-right turning movements. Future plans to widen Regional Road 25 create an opportunity to provide an exclusive southbound left turn lane for the driveway in the shadow of the proposed northbound left turn lane for Henderson Road. Transtech August Regional Road Town of Oakville - 3 -

10 HENDERSON ROAD PROPOSED MOSQUE SITE PLAN FIGURE 2

11 3. EXISTING (212) CONDITIONS 3.1 ROAD NETWORK The following summarizes the roads within the study area. Regional Road 25 is a north-south major arterial rural cross-section roadway under the jurisdiction of Halton Region extending from the Town of Acton in the north to Lake Ontario in the south. In the study area it currently has a two-lane cross-section, however Halton Region plans improvement to a four/five-lane cross section in 212/13. Regional Road 25 has a posted speed limit of 8 km/h. Henderson Road is a north-south collector roadway under the jurisdiction of the Town of Milton extending from Lower Base Line in the north to Regional Road 25 in the south. Henderson Road has a two lane rural cross-section and currently Teeintersects with stop control at Regional Road 25. The posted speed limit is 5 km/h. 3.2 EXISTING TRAFFIC DATA Weekday turning movement counts were undertaken by Transtech using the Miovision data collection system at the intersection of Regional Road 25 and Henderson Road on Friday April 27, 212 from 7:3 a.m. to 11: p.m. The data is provided in Appendix A. (Regional Road 25 is still a two-lane roadway, however because of the imminent timing of the planned improvements, the following capacity analyses under the existing traffic conditions adopted the widened Regional Road 25 lane configuration.) The weekday a.m. peak hour from 7:3 to 8:3 a.m. was used to analyze the Early Morning Prayer period and the weekday p.m. peak hour from 4:3 to 5:3 p.m. was used to analyze the Evening Prayer period. This produces conservative estimates due to sunrise and sunset variations in the actual prayer times throughout the year, which only occasionally completely overlap the peak traffic hours on Regional Road 25. Turning movement count volumes included 8: to 9: p.m. for the Nightly Prayer period and 12: to 1: p.m. and 2: to 3: p.m. for the Friday Prayer period arrival and departure peak hours, respectively. Table 2 summarizes prayer times/periods, estimated average prayer durations, and the identified study peak hours. The arrival and departure peak hours are different for the weekly Friday prayer period. Transtech August Regional Road Town of Oakville - 5 -

12 Table 2: TRAFFIC ANALYSIS PERIODS Prayer Period: Prayer Time Average Time on Premises Arrival Peak Hour Departure Peak Hour Early Morning Prayer Evening Prayer Sunrise 2 3 minutes 7:3 8:3 a.m. 7:3 8:3 a.m. Sunset 2 3 minutes 4:3 5:3 p.m. 4:3 5:3 p.m. Nightly Prayer 8: 11: p.m. 2 3 minutes 8: 9: p.m. 8: 9: p.m. Friday Prayer 1: 2: p.m. 6 minutes 12: 1: p.m. 2: 3: p.m. Figure 3 shows the existing 212 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study area intersection. Transtech August Regional Road Town of Oakville - 6 -

13 NOT TO SCALE EARLY MORNING PRAYER FRIDAY PRAYER R.R. 25 R.R. 25 Henderson Road SITE Henderson Road () (541) () () {} {1} (1) {} {44} () (36) () {} () {} (45) (593) () SITE {51} {615} {} {3} {64} {} R.R. 25 R.R. 25 EVENING PRAYER NIGHTLY PRAYER R.R. 25 R.R. 25 Henderson Road SITE Henderson Road SITE R.R. 25 R.R. 25 XX (XX) {XX} LEGEND Peak Hour Volumes Arrival Peak Hour Volumes Departure Peak Hour Volumes Stop Control EXISTING (212) TRAFFIC VOLUMES FIGURE 3

14 4. BACKGROUND (217) TRAFFIC CONDITIONS 4.1 STUDY HORIZON YEAR Future traffic conditions are predicted for a five-year planning horizon (217) based on discussions with Halton Region to represent the future traffic demands. 4.2 PLANNED STUDY AREA ROAD NETWORK Halton Region s Roads Capital Projects ( ) schedule confirms that Regional Road 25 will be widened to a four travel lane cross-section in 212/13. Existing, future background, and future total traffic conditions were subsequently analyzed assuming completion of the improvement project. Functional drawings for planned Regional Road 25 improvements show the exclusive northbound left turn lane for Henderson Road with an opposing shadow lane and 7 metre taper. Figure 4 shows the Full Moves Access Draft Functional Design overlaid on the Halton Region planned improvements for Regional Road FUTURE DEVELOPMENTS A review of the Town of Oakville s Active Development Applications shows there are no significant planned future developments contributing traffic in the study area. 4.4 FUTURE TRAFFIC GROWTH Based on consultation with Halton Region, a growth rate of 3.% per annum was applied to northbound and southbound through movements on Regional Road 25 to project the background traffic conditions at the 217 horizon year. Figure 5 shows the estimated background 217 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study intersection. Transtech August Regional Road Town of Oakville - 8 -

15 NOT TO SCALE SOURCE: HALTON REGION CLASS E.A. REGIONAL ROAD 25 IMPROVEMENTS SITE ACCESS FUNCTIONAL DESIGN OVERLAY FIGURE 4

16 NOT TO SCALE EARLY MORNING PRAYER FRIDAY PRAYER R.R. 25 R.R. 25 Henderson Road () () {} Henderson () {} SITE Road {1} (1) {} () 134 {44} (36) {3} {7} {} () (627) () (45) (687) () {} SITE {51} {713} {} R.R. 25 R.R. 25 EVENING PRAYER NIGHTLY PRAYER R.R. 25 R.R. 25 Henderson Road Henderson SITE Road SITE R.R. 25 R.R. 25 LEGEND XX (XX) {XX} Peak Hour Volumes Arrival Peak Hour Volumes Departure Peak Hour Volumes Stop Control BACKGROUND (217) TRAFFIC VOLUMES FIGURE 5

17 5. ESTIMATED SITE TRAFFIC 5.1 SITE TRIP GENERATION Site trip generation was based on full occupancy of the parking lot for each of the prayer periods. With the exception of the Friday Prayer arrivals and departures, the adopted trip volumes were therefore conservatively overstated. Within the context that the Muslim Association of Milton advised that vehicle occupancy averages three persons per vehicle, the expected number of attendees and related vehicle trips are summarized as follows: Early Morning Prayer is expected to have 2 3 attendees which is 7 1 vehicles; Evening Prayer is expected to have 6 8 attendees which is 2-27 vehicles; Nightly Prayer is expected to have 8 1 attendees which is vehicles; and Friday Prayer is expected to have a maximum of 12 attendees which is a maximum of 4 vehicles. Each prayer period was analyzed based on 4 vehicles arriving and departing at different times before and after the typically scheduled times of the prayer periods. This is 8 two-way trips, or 4 inbound and 4 outbound trips. However, not only would the arrival and departure trips occur at different times (negligible interaction), but they are expected to occur over a much shorter time interval than the typical one hour analysis period. Capturing the short term intensity of arrival and departure trips was subsequently modelled by assuming that all 4 trips occur within a 15 minute period (16 trips per hour). Table 3 summarizes the adopted arrival and departure site generated vehicle trips to for each prayer period. Table 3: SITE TRIP GENERATION Prayer Period: Attendees Vehicles Trips in 15 Minute Intervals Inbound Outbound Early Morning Prayer Evening Prayer Nightly Prayer Friday Prayer Max 12 Max Transtech August Regional Road Town of Oakville

18 5.2 SITE TRIP DISTRIBUTION AND ASSIGNMENT The distribution of site generated arrival and departure trips was assumed 75% to/from the north and 25% to/from the south. This reflects that the Muslim Association of Milton mosque is currently located north of the proposed site in the Town of Milton and therefore many attendees will be derived from this established group of people. It also considers that the Town of Oakville and Highway 47 are in close proximity to the south which can impact the future orientation of a significant volume of trips. Table 4 summarizes the trip distribution adopted to assign the site trips to Regional Road 25 for all four prayer periods. Table 4: SITE TRIP DISTRIBUTION Prayer Period: Regional Road 25 Directional Split To / From: North South ALL Prayer Periods 75% 25% Figure 6 shows the estimated site trip assignment for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study intersection. Transtech August Regional Road Town of Oakville

19 NOT TO SCALE EARLY MORNING PRAYER FRIDAY PRAYER R.R. 25 R.R. 25 Henderson Road 3 3 () () {3} 1 Henderson () {1} SITE Road {} () {} () {} () 1 {} {} {} () () (3) () () (1) {} SITE {} {} {} R.R. 25 R.R. 25 EVENING PRAYER NIGHTLY PRAYER R.R. 25 R.R. 25 Henderson Road Henderson 1 SITE Road SITE R.R. 25 R.R. 25 LEGEND XX (XX) {XX} Peak Hour Volumes Arrival Peak Hour Volumes Departure Peak Hour Volumes Stop Control ESTIMATED SITE TRIPS FIGURE 6

20 6. TOTAL (217) TRAFFIC CONDITIONS 6.1 PROJECTED TOTAL TRAFFIC The future background 217 traffic volumes were combined with the estimated site generated vehicle trips to derive the future total 217 traffic volumes. All traffic conditions assumed completion of the Regional Road 25 planned widening to four lanes with an exclusive northbound left turn lane at the study intersection. Figure 7 shows the estimated total 217 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure phases, at the study intersection. 6.2 WARRANT ANALYSES The warrant for the proposed southbound left turn lane (for the site driveway) is satisfied under the total 217 traffic conditions during the weekday a.m. and p.m. peak hours. Using the MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized Procedure, the critical period occurs during the weekday p.m. peak hour and requires a minimum storage length of 15 metres and 15 metre taper, for a 1 km/h design speed. This storage and taper length can be accommodated within the planned shadow lane and 2 metre wide flush median island at the Henderson Road intersection shown on the Regional Road 25 Class Environmental Assessment drawing obtained from the Region. This storage length was supported by a subsequent queuing analysis using SimTraffic software during the critical weekday p.m. peak hour traffic conditions. The warrant and SimTraffic reports are provided in Appendix A and B, respectively. The MTO Traffic Signal Warrant Analysis (Projected Volumes for Justification 7) based on the weekday a.m. and p.m. peak hours, is not satisfied. The warrant report is provided in Appendix A. Transtech August Regional Road Town of Oakville

21 NOT TO SCALE EARLY MORNING PRAYER FRIDAY PRAYER R.R. 25 R.R. 25 Henderson Road () () {3} 1 Henderson () {1} SITE Road {1} (1) {} () 134 {44} (36) {3} {7} {} () (627) (3) (45) (687) (1) {} SITE {51} {713} {} R.R. 25 R.R. 25 EVENING PRAYER NIGHTLY PRAYER R.R. 25 R.R. 25 Henderson Road Henderson 1 SITE Road SITE R.R. 25 R.R. 25 LEGEND XX (XX) {XX} Peak Hour Volumes Arrival Peak Hour Volumes Departure Peak Hour Volumes Stop Control TOTAL (217) TRAFFIC VOLUMES FIGURE 7

22 7. CAPACITY ANALYSES Capacity analysis reports on the expected operational characteristics of the study intersection. The analysis contained within this report utilized the Highway Capacity Manual (HCM) 2 techniques within the Synchro Version 8 Software package. The reported intersection volume-to-capacity ratios (v/c) are a measure of the saturation volume for each turning movement, while the levels-of-service (LOS) are a measure of the average delay for each turning movement. Queuing characteristics are reported as the predicted 95 th percentile queue for each turning movement. The following tables summarize the HCM unsignalized capacity results for the study intersection during the peak hour periods for Early Morning Prayer (weekday a.m. peak hour), Evening Prayer (weekday p.m. peak hour), Nightly Prayer period hour, and Friday Prayer arrival and departure hours. The detailed capacity analysis summaries are provided in Appendix B. Table 5: EXISTING (212) TRAFFIC CONDITIONS Regional Road 25 and Henderson Road Prayer Period: Movement v/c (LOS) Average Delay in Seconds 95 th %ile Queues (vehicles) Early Morning Prayer NB Left.8 (B) 1s 1 veh Evening Prayer NB Left.16 (A) 1s 1 veh Nightly Prayer NB Left.3 (A) 9s 1 veh Friday Prayer ARRIVAL Friday Prayer DEPARTURE NB Left.4 (A) 9s 1 veh NB Left.5 (A) 9s 1 veh Under existing 212 traffic conditions, the overall intersection operation is characterized by the northbound left turn movement. All approaches at the unsignalized intersection are operating with very good to excellent operational characteristics. Transtech August Regional Road Town of Oakville

23 Table 6: BACKGROUND (217) TRAFFIC CONDITIONS Regional Road 25 and Henderson Road Prayer Period: Movement v/c (LOS) Average Delay in Seconds 95 th %ile Queues (vehicles) Early Morning Prayer NB Left.9 (B) 11s 1 veh Evening Prayer NB Left.17 (B) 11s 1 veh Nightly Prayer NB Left.3 (A) 9s 1 veh Friday Prayer ARRIVAL Friday Prayer DEPARTURE NB Left.5 (A) 9s 1 veh NB Left.6 (A) 1s 1 veh Under future background 217 traffic conditions, the overall intersection operation is characterized by the northbound left turn movement. All approaches at the unsignalized intersection continue to operate with very good to excellent operational characteristics. Transtech August Regional Road Town of Oakville

24 Table 7: TOTAL (217) TRAFFIC CONDITIONS Regional Road 25 and Henderson Road / Proposed Site Driveway Prayer Period: Movement Arrival Peak Hour v/c (LOS) Average Delay in Seconds 95 th %ile Queues (vehicles) Departure Peak Hour v/c (LOS) Average Delay in Seconds 95 th %ile Queues (vehicles) Early Morning Prayer EBLTR WB Left WBTR NB Left SB Left.26 (B) 15s N/A N/A.9 (B) 11s.16 (B) 11s 2 veh N/A N/A 1 veh 1 veh.26 (B) 15s.92 (F) >18s.22 (B) 14s.9 (B) 11s N/A 2 veh 4 veh 1 veh 1 veh N/A Evening Prayer EBLTR WB Left WBTR NB Left SB Left.11 (B) 12s N/A N/A.17 (B) 11s.18 (B) 12s 1 veh N/A N/A 1 veh 1 veh.11 (B) 12s.47 (F) 81s.24 (B) 15s.17 (B) 11s N/A 1 veh 2 veh 1 veh 1 veh N/A Nightly Prayer Friday Prayer EBLTR WB Left WBTR NB Left SB Left EBLTR WB Left WBTR NB Left SB Left.4 (A) 1s N/A N/A.3 (A) 9s.11 (A) 9s.6 (B) 12s N/A N/A.5 (A) 9s.14 (A) 1s 1 veh N/A N/A 1 veh 1 veh 1 veh N/A N/A 1 veh 1 veh.4 (A) 1s.1 (C) 16s.15 (B) 11s.3 (A) 9s N/A.8 (B) 12s.19 (D) 27s.19 (B) 12s.6 (A) 1s N/A N/A typically negligible turning volume during this peak period 1 veh 1 veh 1 veh 1 veh N/A 1 veh 1 veh 1 veh 1 veh N/A Under total 217 traffic conditions, with the addition of site generated arrival trips for each of the prayer periods, all approaches/movements at the unsignalized intersection are expected to continue to operate with very good to excellent operational characteristics and no significant queuing. Under total 217 traffic conditions, with the addition of site generated departure trips for each of the prayer periods, the westbound left turn (site egress) movement can be expected to have the longest delays, while all other approaches/movements at the unsignalized intersection are expected to continue to operate with very good to excellent operational characteristics and no significant queuing. The westbound left turn delays are longest during the weekday a.m. and p.m. peak hours because of the conflicting higher volumes on Regional Road 25 including the northbound left turn movement to Henderson Road. The exit delay after the Early Morning Prayer results in the longest predicted queues of 4 vehicles. This is however very short duration with the least attendance. The adopted site trips at this prayer time are however overstated and therefore the operational characteristics are expected to be much better than reported. Transtech August Regional Road Town of Oakville

25 APPENDIX A

26 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road MORNING Site Code: Start Date: 4/27/212 Page No: 1 Turning Movement Data Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 7:3 AM :45 AM Hourly Total : AM :15 AM :3 AM :45 AM Hourly Total : AM :15 AM Grand Total Approach % Total % Car % Car Truck % Truck Ped % Ped

27 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road MORNING Site Code: Start Date: 4/27/212 Page No: 2 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out U R 1 1 L P 4/27/212 7:3 AM Ending At 4/27/212 9:3 AM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Data Plot

28 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road MORNING Site Code: Start Date: 4/27/212 Page No: 3 Turning Movement Peak Hour Data (7:3 AM) Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 7:3 AM :45 AM : AM :15 AM Total Approach % Total % PHF Car % Car Truck % Truck Ped % Ped

29 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road MORNING Site Code: Start Date: 4/27/212 Page No: 4 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out R U L P Peak Hour Data 4/27/212 7:3 AM Ending At 4/27/212 8:3 AM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Peak Hour Data Plot (7:3 AM)

30 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road EVENING Site Code: Start Date: 4/27/212 Page No: 1 Turning Movement Data Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 4:3 PM :45 PM Hourly Total : PM :15 PM :3 PM :45 PM Hourly Total : PM :15 PM Grand Total Approach % Total % Car % Car Truck % Truck Ped % Ped

31 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road EVENING Site Code: Start Date: 4/27/212 Page No: 2 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out U R 1 1 L P 4/27/212 4:3 PM Ending At 4/27/212 6:3 PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Data Plot

32 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road EVENING Site Code: Start Date: 4/27/212 Page No: 3 Turning Movement Peak Hour Data (4:3 PM) Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 4:3 PM :45 PM : PM :15 PM Total Approach % Total % PHF Car % Car Truck % Truck Ped % Ped

33 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road EVENING Site Code: Start Date: 4/27/212 Page No: 4 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out R U L P Peak Hour Data 4/27/212 4:3 PM Ending At 4/27/212 5:3 PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Peak Hour Data Plot (4:3 PM)

34 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road NIGHTLY Site Code: Start Date: 4/27/212 Page No: 1 Turning Movement Data Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 8: PM :15 PM :3 PM :45 PM Hourly Total : PM :15 PM :3 PM :45 PM Hourly Total : PM :15 PM :3 PM :45 PM Hourly Total Grand Total Approach % Total % Car % Car Truck % Truck Ped % Ped

35 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road NIGHTLY Site Code: Start Date: 4/27/212 Page No: 2 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out U R L P 4/27/212 8: PM Ending At 4/27/212 11: PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Data Plot

36 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road NIGHTLY Site Code: Start Date: 4/27/212 Page No: 3 Turning Movement Peak Hour Data (8: PM) Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 8: PM :15 PM :3 PM :45 PM Total Approach % Total % PHF Car % Car Truck % Truck Ped % Ped

37 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road NIGHTLY Site Code: Start Date: 4/27/212 Page No: 4 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out R U L P Peak Hour Data 4/27/212 8: PM Ending At 4/27/212 9: PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Peak Hour Data Plot (8: PM)

38 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 1 Turning Movement Data Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 12: PM :15 PM :3 PM :45 PM Hourly Total *** BREAK *** : PM :15 PM :3 PM :45 PM Hourly Total Grand Total Approach % Total % Car % Car Truck % Truck Ped % Ped

39 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 2 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out U 8 8 R 2 2 L P 4/27/212 12: PM Ending At 4/27/212 3: PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Data Plot

40 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 3 Turning Movement Peak Hour Data (12: PM) Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 12: PM :15 PM :3 PM :45 PM Total Approach % Total % PHF Car % Car Truck % Truck Ped % Ped

41 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 4 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out R U 1 1 L P Peak Hour Data 4/27/212 12: PM Ending At 4/27/212 1: PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Peak Hour Data Plot (12: PM)

42 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 5 Turning Movement Peak Hour Data (2: PM) Regional Road 25 Regional Road 25 Henderson Road Start Time Southbound Northbound Eastbound Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total 2: PM :15 PM :3 PM :45 PM Total Approach % Total % PHF Car % Car Truck % Truck Ped % Ped

43 The Sernas Group Inc. 45 Vogell Road Suite 36 Richmond Hill, Ontario, Canada L4B 3P Count Name: Regional Road Henderson Road FRIDAY Site Code: Start Date: 4/27/212 Page No: 6 Regional Road 25 [N] Out In Total R T U P Henderson Road [W] Total In Out R U 1 1 L P Peak Hour Data 4/27/212 2: PM Ending At 4/27/212 3: PM Car Truck Ped U L T P Out In Total Regional Road 25 [S] Turning Movement Peak Hour Data Plot (2: PM)

44 MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized Analysis For: Unsignalized 4-Lane Divided Highway AM ARRIVAL Peak Hour: Design Speed 1 km/h % Left Turn Traffic 3 % Results: 15 metre storage lane Advancing Traff Vol 1132 VA Opposing Traff Vol 988 VO Left Turn Traff Vol 3 VL (See Graph on next page for: MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized) PM ARRIVAL Peak Hour: Design Speed 1 km/h % Left Turn Traffic 3 % Results: 15 metre storage lane Advancing Traff Vol 957 VA Opposing Traff Vol 129 VO Left Turn Traff Vol 3 VL (See Graph on next page for: MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized)

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47 SERNAS TRANSTECH TRAFFIC SIGNAL WARRANT DATA INPUT PROJECTED VOLUMES FOR JUSTIFICATION 7 Study Period: Total 217 East/West Street Name : Henderson Road/Proposed Site Driveway Major Street Minor Street x North/South Street Name : Regional Road 25 Major Street x Minor Street 1 2 Average Hourly Volume (PHV/4) Henderson Road/Proposed Site Driveway Major Street Minor Street Major Street Minor Street Pedestrians Regional Road 25 son Road/Proposed Site D Regional Road 25 son Road/Proposed Site D Crossing PEAK Northbound Eastbound Southbound Westbound Major Street HOUR RIGHT THRU LEFT RIGHT THRU LEFT RIGHT THRU LEFT RIGHT THRU LEFT AM PM PHV (AM+PM) The crossing volume is defined as the sum of: (1) Left turns from both minor street apporaches (2) The heaviest through volume from the minor street (3) 5% of the heavier left turn movement from major street when both of the following criteria are met: (a) The left turn volume > 12 vph (b) The left turn volume plus the opposing volume > 72 vph heavier left turn= 51 oppposing though= (4) Pedestrians crossing the major street 462 T=TRUE F=FALSE F F sum: 5 5 MTO Signal Warrant - AM-PM - RR25-Henderson Rd Page 1

48 SERNAS TRANSTECH TRAFFIC SIGNAL WARRANT ANLYSIS FORM FOR INTERSECTION CONTROL. Traffic Signal Justification for Future Development - Traffic Impact Studies (page 88 OTM Book 12) Total 217 Major street : Regional Road 25 No. of lanes : 2 Minor street : Henderson Road/Proposed Site Driveway FREE FLOW CONDITIONS (RURAL) x IS THIS A T - INTERSECTION YES NO IS THIS AN EXISTING INTERSECTION YES NO RESTRICTED FLOW CONDITIONS (URBAN) IS THIS A NEW INTERSECTION YES x NO X X WARRANT 7 - PROJECTED VOLUMES 1 % SATISFIED - YES NO X 8 % SATISFIED - YES NO X MINIMUM REQUIREMENTS Justification Increased by 5% APPROACH LANES 1 2 or MORE FREE RESTR. FREE RESTR. FLOW CONDITION FLOW FLOW FLOW FLOW X 9 PERCENTAGE WARRANT AVERAGE HOURLY VOLUME 188 TOTAL ACROSS A. ALL APPROACHES 1% FULFILLED 8% FULFILLED ACTUAL % IF BELOW 8% VALUE Justification Increased by 5% TOTAL DOWN 1 1 / 1 = 1 TOTAL ACROSS SECTIONAL PERCENT B. MINOR STREET BOTH APPROACHES* 1% FULFILLED 8% FULFILLED ACTUAL % IF BELOW 8% VALUE * FOR 'T' INTERSECTIONS MINOR ROAD THRESHOLDS ARE INCREASED BY AN ADDITIONAL 5% 38 TOTAL DOWN / SECTIONAL PERCENT 1 = 38 WARRANT 2 - DELAY TO CROSS TRAFFIC 1 % SATISFIED - YES NO X 8 % SATISFIED - YES NO X MINIMUM REQUIREMENTS Justification Increased by 5% APPROACH LANES 1 2 or MORE FREE RESTR. FREE RESTR. FLOW CONDITION FLOW FLOW FLOW FLOW X 9 PERCENTAGE WARRANT AVERAGE HOURLY VOLUME 119 TOTAL ACROSS A. MAJOR STREET BOTH APPROACHES 1% FULFILLED 8% FULFILLED ACTUAL % IF BELOW 8% VALUE Justification Increased by 5% TOTAL DOWN 1 1 / 1 = TOTAL ACROSS SECTIONAL PERCENT 1 B. TRAFFIC CROSSING MAJOR STREET 1% FULFILLED 8% FULFILLED ACTUAL % IF BELOW 8% VALUE 3 TOTAL DOWN 3 SECTIONAL PERCENT 3 / 1 = 3 NOTES: 1. The warrant values are based on annumal average daily traffic (AADT) which apporximates May and October traffic 2. For warrants 1, 2, 3 and 4, each hourly volume must exceed the minimum requirements for the warrant to be 1% satisfied 3. For warrant 5 the 8 hour average must exceed the minimum requirements for the warrant to be 1% satisfied 4. The crossing volume is defined as the sum of: (1) Left turns from both minor street apporaches (2) The heaviest through volume from the minor street (3) 5% of the heavier left turn movement from major street when both of the following criteria are met: (a) The left turn volume > 12 vph (b) The left turn volume plus the opposing volume > 72 vph (4) Pedestrians crossing the major street MTO Signal Warrant - AM-PM - RR25-Henderson Rd Page 2

49 APPENDIX B

50 Queuing and Blocking Report Evening Prayer Peak Hour - 15 minute Intervals (ARRIVAL) 3/7/212 Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, Interval #1 Movement EB NB SB Directions Served LR L L Maximum Queue (m) Average Queue (m) th Queue (m) Link Distance (m) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (m) Storage Blk Time (%) 2 Queuing Penalty (veh) 1 Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, Interval #2 Movement EB NB Directions Served LR L Maximum Queue (m) Average Queue (m) th Queue (m) Link Distance (m) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (m) 2. Storage Blk Time (%) 1 Queuing Penalty (veh) 3 Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, Interval #3 Movement EB NB Directions Served LR L Maximum Queue (m) Average Queue (m) th Queue (m) Link Distance (m) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (m) 2. Storage Blk Time (%) Queuing Penalty (veh) Total Traffic SimTraffic Report Page 1

51 Queuing and Blocking Report Evening Prayer Peak Hour - 15 minute Intervals (ARRIVAL) 3/7/212 Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, Interval #4 Movement EB NB NB SB Directions Served LR L TR L Maximum Queue (m) Average Queue (m) th Queue (m) Link Distance (m) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (m) Storage Blk Time (%) 2 Queuing Penalty (veh) 11 1 Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, All Intervals Movement EB NB NB SB Directions Served LR L TR L Maximum Queue (m) Average Queue (m) th Queue (m) Link Distance (m) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (m) Storage Blk Time (%) 1 Queuing Penalty (veh) 7 Network Summary Network wide Queuing Penalty, Interval #1: 1 Network wide Queuing Penalty, Interval #2: 3 Network wide Queuing Penalty, Interval #3: 2 Network wide Queuing Penalty, Interval #4: 13 Network wide Queuing Penalty, All Intervals: Total Traffic SimTraffic Report Page 2

52 Lanes and Geometrics 212 Existing Traffic 1: Regional Road 25 & Henderson Road Early Morning Prayer Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (m) Grade (%) % % % Storage Length (m) Storage Lanes 1 Taper Length (m) Link Speed (k/h) Link Distance (m) Travel Time (s) Lane Group Flow (vph) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Synchro 8 Report Page 1