STRATEGY 4 INC. TRAFFIC IMPACT AND PARKING STUDY 3257 Mainway, City of Burlington Project No.: 27-675 APRIL 28 [ Month Year ]
April 7, 28 Reference No. 27-675 Mr. Jeff Kenny Strategy 4 Inc. 262 Bristol Circle, Suite Oakville, ON L6H 6Z7 Attention: Mr. Kenny Traffic Impact and Parking Study 3257 Mainway City of Burlington Cole Engineering Group Ltd. ( COLE ) is pleased to submit the revised Traffic Impact and Parking Study (TIPS) for the above noted subject property, in support of a new U-Haul facility with three full moves accesses on Mainway. The site located at 3257 Mainway on the north side of Mainway directly across from Pioneer Road in the City of Burlington (the City ). This study concludes that during the peak periods, all key intersections and site accesses can operate at satisfactory levels of service and below capacity with no road improvements required. In addition, the proposed parking supply is sufficient to serve the site. Should you have any questions, please do not hesitate to contact the undersigned. Best Regards, COLE ENGINEERING GROUP LTD. Mustafa Ersin Sarier, E.I.T., M. Eng. Traffic Analyst Traffic Urban Development (ICI) Rao Marthi, C.E.T. Project Manager Traffic Urban Development (ICI) MS/RM
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study PREPARED BY: COLE ENGINEERING GROUP LTD. Mustafa Ersin Sarier, E.I.T., M. Eng. Traffic Analyst Traffic Urban Development (ICI) CHECKED BY: COLE ENGINEERING GROUP LTD. Rao Marthi, C.E.T., MITE Project Manager Traffic Urban Development (ICI) Issues and Revisions Registry Identification Date Description of issued and/or revision Draft Report April 28 For Client review Final Report April 28 For submission 27-675 April 28 i
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Statement of Conditions This Report / Study (the Work ) has been prepared at the request of, and for the exclusive use of, the Owner / Client, City of Burlington and its affiliates (the Intended User ). No one other than the Intended User has the right to use and rely on the Work without first obtaining the written authorization of Cole Engineering Group Ltd. and its Owner. Cole Engineering Group Ltd. expressly excludes liability to any party except the Intended User for any use of, and/or reliance upon, the work. Neither possession of the Work, nor a copy of it, carries the right of publication. All copyright in the Work is reserved to Cole Engineering Group Ltd. The Work shall not be disclosed, produced or reproduced, quoted from, or referred to, in whole or in part, or published in any manner, without the express written consent of Cole Engineering Group Ltd., City of Burlington, or the Owner. 27-675 April 28 ii
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Table of Contents Introduction... 2 Study Approach... 3 Existing Traffic Conditions... 2 3. Existing Road Network... 2 3.2 Existing Traffic Analysis... 2 4 Future Background Traffic... 3 4. Background Traffic Growth... 3 4.2 Background Developments... 3 4.3 Future (223) Background Traffic Analysis... 3 5 Site Traffic... 4 5. Trip Generation... 4 5.2 Site Traffic Volumes... 5 6 Future Total Traffic... 5 6. Future (223) Total Traffic Analysis... 5 7 Parking... 7 7. City of Burlington By-law Parking Requirements... 7 7.2 ITE Parking Generation... 7 7.3 Parking Rationalization... 7 7.3. Office Parking Review... 7 7.3.2 Proxy Parking Survey... 8 7.3.2. Oakville Proxy Parking Utilization Survey... 8 7.3.2.2 Burlington Proxy Parking Utilization Survey... 7.4 Parking Comparison... 8 Conclusions and Recommendations... 2 27-675 April 28 iii
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study LIST OF TABLES Table 3. Level of Service Existing Traffic Assessment... 3 Table 4. Level of Service-Future (223) Background Traffic Assessment... 4 Table 5. Trip Generation Subject Site... 5 Table 5.2 Trip Distribution... 5 Table 6. Level of Service Future (223) Total Traffic Assessment... 6 Table 7. Parking Requirement as per City of Burlington Zoning By-law 22... 7 Table 7.2 ITE Parking Generation 4 th Edition Future Parking Demand... 7 Table 7.3 Total Observed Parking Survey Results (Oakville)... 8 Table 7.4 Warehouse Parking Survey Estimation (Oakville)... 9 Table 7.5 Total Observed Parking Survey Results (Burlington)... Table 7.6 Warehouse Parking Survey Estimation (Burlington)... Table 7.7 Parking Comparison Table... LIST OF FIGURES Figure - Site Location... Following Report Figure -2 Site Plan... Following Report Figure 3- Existing Lane Configuration... Following Report Figure 3-2 Existing Traffic Volumes... Following Report Figure 4- Future (223) Background Traffic Volumes... Following Report Figure 5- Site Traffic Volumes... Following Report Figure 6- Future (223) Total Traffic Volumes... Following Report APPENDICES Appendix A Appendix B Appendix C Appendix D Appendix E Existing Traffic Data Existing Traffic Level of Service Calculations Future (223) Background Traffic Level of Service Calculations Future (223) Total Traffic Level of Service Calculations Parking Demand Surveys 27-675 April 28 iv
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Introduction Cole Engineering Group Ltd. (COLE) was retained by Strategy 4 Inc. to undertake a Traffic Impact and Parking Study (TIPS) in support of a new U-Haul facility (the subject site ). The subject lands are located on the north side of Mainway across from Pioneer Road, municipally known as 3257 Mainway, in the City of Burlington (the City ). The site location is illustrated in Figure -. The property is currently occupied by a vacant industrial development. The current proposal is to convert the existing 24,32ft 2 building plus 3,74ft 2 addition into a U-Haul rental facility that will include an automotive repair shop, dispatch and receiving area ( DnR ), showroom, office; and a self-storage warehouse. The site will use the three existing full moves accesses onto Mainway Road. The Site Plan is illustrated in Figure -2. The purpose of this TIS includes: Assessment of the existing traffic volumes and background growth within the study area; Estimation of the future background traffic volumes based on a 5-year traffic horizon (223); Forecasting of traffic associated with the proposed development; Documentation of the traffic impacts associated with the subject lands; Identification of any traffic operational concerns; Identification of any mitigation measures for the adjacent road network (if necessary); and, Comment on the adequacy of the parking spaces supplied for the proposed development and review of on-site circulation. 2 Study Approach Weekday morning and afternoon peak period traffic counts were obtained from the City for the following study area intersections: Mainway Road / Dillon Road (Signalized); Mainway Road / Pioneer Road (Unsignalized); and, Mainway Road / Northside Road (Signalized). The traffic data and signal timing plans are provided in Appendix A. An annual growth factor of % a year has been applied to forecast the existing (28) traffic conditions with the weekday morning and afternoon peak periods analyzed as a result of the traffic peaks on Mainway, as discussed with City staff. In order to forecast the future background (223) traffic conditions, an annual background growth rate of % was used. No background developments in this area were identified by City staff for inclusion in this study. Site traffic was derived using information contained in the Trip Generation Manual, 9 th Edition, published by the Institute of Transportation Engineers (ITE). To be conservative, a non-auto modal split was not applied to trip generation and trips were distributed based on the existing traffic patterns. 27-675 April 28
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Future total traffic conditions are determined by the summation of the estimated traffic volumes generated by the site and the background traffic volumes for the 223 horizon. The study area intersections were analyzed using Synchro 9. software which utilizes the U.S. Transportation Research Board Highway Capacity Manual 2 methodology. 3 Existing Traffic Conditions The existing lane configuration for the study area road network is illustrated in Figure 3-. 3. Existing Road Network The road network within the study area is outlined below: Mainway Road is an east-west arterial road consisting of a four (4) lane cross section under the jurisdiction of the City. Mainway Road maintains a speed limit of 6 km/h from Guelph Line to Burloak Drive. The road has urban cross section and sidewalks on the both side of the road in the vicinity of the subject site; Pioneer Road is a local municipal road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 5 km/h in the vicinity of the subject site. The road has urban cross section with no sidewalks. It is under un-signalized control at Mainway intersection; Northside Road is a collector road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 4 km/h in the vicinity of the subject site. The road has urban cross section with a sidewalk on the west side. It is under signalized control at Mainway intersection; and, Dillon Road is a collector road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 5 km/h in the vicinity of the subject site. The road has urban cross section with sidewalks on the both side of the road. It is under signalized control at Mainway intersection. 3.2 Existing Traffic Analysis The existing traffic volumes are illustrated in Figure 3-2 and were analyzed using Synchro 9. software. Existing signal timings were incorporated in the analysis. The results of the existing intersection operations are summarized in Table 3., with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to.85 or above; and v/c ratios for exclusive movements equal to.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS D have also been shown in bold. The detailed calculations are shown in Appendix B. 27-675 April 28 2
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Table 3. Level of Service Existing Traffic Assessment Intersection Key Movement AM Peak LOS (v/c) PM Peak LOS (v/c) Mainway Road / Dillon Road (Signalized) Mainway Road / Northside Road (Signalized) Mainway Road / Pioneer Road (Un-Signalized) Overall EB through-left WB through-right SB left SB right Overall EB through-left WB through-right SB left SB right EB through EB right WB left WB through NB left B (.62) C (.79) B (.39) B (.43) B (.5) B (.4) B (.49) A (.25) C (.2) C (.6) A (.34) A (.2) A (.9) A (.8) D (.3) B (.47) B (.53) B (.78) B (.3) B (.) B (.37) A (.4) A (.47) C (.) C (.6) A (.22) A (.3) A (.2) A (.37) D (.42) The analysis shows that in the existing condition, the study area intersections all operate at good levels of service (LOS) and below capacity. 4 Future Background Traffic 4. Background Traffic Growth Estimates of growth in background traffic volumes from existing conditions to future horizon year (223) conditions were developed by applying a rate of growth of % per year, as provided by City staff. 4.2 Background Developments Based on correspondence with City staff, there are no proposed developments in the vicinity of the subject site that need to be taken into account in this study. 4.3 Future (223) Background Traffic Analysis Future (223) background traffic volumes are provided in Figure 4-, following the report. The results of the future (223) background traffic operations are summarized in Table 4., with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to.85 or above; and v/c ratios for exclusive movements equal to.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS D have also been shown in bold. The detailed calculations are shown in Appendix C. 27-675 April 28 3
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Table 4. Level of Service-Future (223) Background Traffic Assessment Intersection Key Movement AM Peak LOS (v/c) PM Peak LOS (v/c) Mainway Road / Dillon Road (Signalized) Mainway Road / Northside Road (Signalized) Mainway Road / Pioneer Road (Un-Signalized) Overall EB through-left WB through-right SB left SB right Overall EB through-left WB through-right SB left SB right EB through EB right WB left WB through NB left B (.64) C (.79) B (.39) B (.44) B (.5) B (.43) B (.5) A (.26) C (.2) C (.6) A (.36) A (.22) A (.) A (.9) D (.3) B (.48) B (.54) B (.79) B (.3) B (.) B (.39) A (.43) B (.49) C (.) C (.6) A (.23) A (.4) A (.2) A (.39) D (.45) The results of the future background (223) traffic analysis indicate that all intersections will function with acceptable LOS and below capacity in both the Weekday AM and PM peak periods. 5 Site Traffic 5. Trip Generation Trip generation is estimated using information contained in the Trip Generation Manual, 9 th Edition published by the Institute of Transportation Engineers (ITE). The total site is to have a gross floor area (GFA) of 4,493.4 m 2 (56,6 ft 2 ) which includes 68.7 m 2 of Dispatch and Receiving space (DnR), 632.22 m 2 of office and showroom space,,6.48 m 2 of storage space, and 29 m 2 of automotive repair shop space. Since the automotive repair shop will be used for repairing the existing U-Haul vehicles, it will not be generating any additional trips to / from the site. Therefore, the GFA of the automotive repair shop does not need to be considered for the trip generation and site traffic analysis. The office component is assessed using land use 7 (General Office) and the self-storage warehouse with associated motor vehicle modifications is assessed using land use 5 (Mini-Warehouse). According to the Trip Generation Manual, 5% of the trips generated by the mini-warehouse are to be truck traffic. The weekday trip generation is summarized in Table 5.. 27-675 April 28 4
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Land Use Office (8,62 ft 2 ) Self-Storage Warehouse (24,877 ft 2 ) Table 5. Parameter Trip Generation Subject Site AM Peak Hour PM Peak Hour In Out Total In Out Total Gross Trips 2 3 2 3 Gross Trips Rate (trips/ ft 2 ).28.23.5.23.28.5 Gross Trips 7 8 35 9 7 36 Gross Trips Rate (trips/ ft 2 ).4.4.28.5.4.29 Total 28 2 48 2 28 49 The proposed development is expected to generate a total of 48 two (2)-way trips during the weekday AM peak hour and 49 two (2)-way trips during the weekday PM peak hour. 5.2 Site Traffic Volumes The trip distribution for the proposed development is based on existing traffic patterns and is summarized in Table 5.2 below. Direction North Via Table 5.2 Trip Distribution AM Peak Hour PM Peak Hour Inbound Outbound Inbound Outbound Dillon Road 5% 5% 5% % Northside Road % 5% 5% 5% South Pioneer Road 5% 5% 5% 5% East Mainway Road 3% 6% 55% 3% West Mainway Road 4% 25% 3% 5% Total % % % % The assigned site traffic volumes are shown in Figure 5-. 6 Future Total Traffic The future total traffic operations for the study area intersections were assessed using Synchro 9. software. 6. Future (223) Total Traffic Analysis The future (223) total traffic volumes are illustrated in Figure 6-. The results of the future (223) total traffic intersection operations are summarized in Table 6., with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to.85 or above; and v/c ratios for exclusive movements equal to.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS D have also been shown in bold. The detailed calculations are shown in Appendix D. 27-675 April 28 5
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Table 6. Level of Service Future (223) Total Traffic Assessment Intersection Key Movement AM Peak LOS (v/c) PM Peak LOS (v/c) Mainway Road / Dillon Road (Signalized) Mainway Road / Northside Road (Signalized) Mainway Road / Pioneer Road (Un-Signalized) Mainway Road / Middle Site Access (Un-Signalized) Mainway Road / Easterly Site Access (Un-Signalized) Mainway Road / Westerly Site Access (Un-Signalized) Overall EB left- through WB through-right SB left SB right Overall EB through-left WB through-right SB left SB right EB through EB-right WB-left WB through NB left-right EB-left EB through WB through WB- right SB left-right EB-left EB through WB through WB- right SB left-right EB left EB through WB through WB-right SB left-right B (.64) C (.79) B (.4) C (.45) B (.5) B (.43) B (.52) A (.26) C (.2) C (.6) - (.36) - (.22) A (.) - (.2) D (.32) A (.) - (.38) - (.22) - (.) C (.) A (.) - (.38) - (.23) - (.) C (.) A (.) - (.4) - (.22) - (.2) C (.6) B (.49) B (.57) B (.79) B (.3) B (.) B (.42) B (.5) B (.53) C (.2) C (.6) - (.24) - (.4) A (.2) - (.39) D (.46) A (.) - (.26) - (.4) - (.2) C (.2) A (.) - (.26) - (.4) - (.2) C (.2) A (.) - (.26) - (.45) - (.23) E (.8) Under future (223) total traffic conditions, the intersections at the study area operate under capacity and no other improvements are needed. 27-675 April 28 6
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study 7 Parking 7. City of Burlington By-law Parking Requirements Based on the City Zoning By-law 22, this site would require 3.5 parking spaces per m 2 GFA for the office and one () parking space per m 2 GFA for the self-storage warehouse and shop area. Table 7. summarizes the required parking spaces as per the City s By-law. Table 7. Parking Requirement as per City of Burlington Zoning By-law 22 Use Total GFA Parking Rate Parking Requirement Office: Other 8.92 m 2 3.5 Spaces / m 2 28 Spaces Industrial Uses,6.48 m 2 Space / m 2 6 Spaces Total 44 Spaces The City of Burlington By-law parking requirements states 44 parking spaces are required. Since the shop area will not be generating trips to and from the site, as stated in Section 5.; this area does not require additional site parking. 7.2 ITE Parking Generation Future parking demand was also analyzed using ITE s Parking Generation Manual, 4 th Edition. The results are summarized in Table 7.2. Table 7.2 Land Use (LUC) ITE Parking Generation 4 th Edition Future Parking Demand Maximum 85 th Percentile Parking Demand / ft 2 ft 2 GFA Total Office Building Urban (LUC7) 2.98 vehicles per ft 2 GFA 8.62 26 Mini-Warehouse (LUC5).7 vehicles per ft 2 GFA 24.877 2 Total Future Parking Demand 47 As observed from the ITE s Parking Generation 4 th Edition, the site is anticipated to require a parking demand of 47 parking spaces in total. 7.3 Parking Rationalization 7.3. Office Parking Review In review of the City s By-law, parking for the ancillary office use will be supplied at the rate of 3.5 spaces / m 2. Therefore, with a GFA of 632.22 m 2 for office space, 22 parking spaces are required for office use. This has been found to better reflect the intended use of the site s office space for warehouse, truck rental, and ancillary retail. 27-675 April 28 7
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study 7.3.2 Proxy Parking Survey To determine the parking requirements for the self-storage warehouse use, parking demand studies were conducted at two (2) U-Haul proxy site locations: U-Haul Moving and Storage of Oakville (478 Woody Road, Oakville); and, U-Haul Moving and Storage of Burlington (3476 Mainway, Burlington). The parking demand surveys were performed by Accu-Traffic on Saturday, September, 26 from 8: AM to 4: PM and can be found in Appendix E. As it is expected that these sites would also be subject to the office parking By-law rate of 3.5 spaces / m 2, the office GFA s were used to calculate the amount of parking spaces required for office use at these sites. The parking required for office use was discounted from the observed parking surveys in order to determine the warehouse parking demand. The majority of business and parking for the proxy sites was found to be generated from truck rental service, therefore transaction data provided by the U-Haul sites were utilized to discount half of the customers who would choose to leave their vehicles on site. In order to better understand the parking requirement of the warehouse use, U-Haul rental data was acquired and taken into account with the surveys. It is important to understand that there are no parking spaces on these proxy sites which are dedicated to a single use. As such, different discounting factors were applied to the proxy data to better approximate exclusive warehouse use. These include the vehicles of employees to the office as well as those that leave their vehicles on site while renting a truck for the day. Based on the rental data received, approximately 8% of rentals are same day rentals for Burlington and 64% of rentals are same day rentals for Oakville. 7.3.2. Oakville Proxy Parking Utilization Survey The U-Haul site located at 478 Woody Road in the City of Oakville was observed for parking utilization on Saturday, September, 26. The warehouse consists of an approximate GFA of 55 m 2 and an office GFA of 98 m 2. There are eight (8) parking spaces provided in the main parking area and 5 parking spaces in the rear for a total of 58 spaces. Note that the parking usage can be used interchangeably. The total observed results are provided in Table 7.3. Table 7.3 Total Observed Parking Survey Results (Oakville) Time Observed Parked Vehicles Parking Utilization Rate 8: 8:3 9 6% 8:3 9: 2 8% 9: 9:3 4 9% 9:3 : 7% : :3 3 8% :3 : 3 8% : :3 5 9% :3 2: 4 9% 27-675 April 28 8
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Time Observed Parked Vehicles Parking Utilization Rate 2: 2:3 8 % 2:3 : 5 9% : :3 4 9% :3 2: 6 % 2: 2:3 7 % 2:3 3: 6 % 3: 3:3 6 % 3:3 4: 5 9% As shown in Table 7.3, a maximum parking utilization rate of % was found during the peak period of 2: - 2:3 PM. Based on the observed parked vehicles, assumed office parking, and rental data provided, an estimated warehouse parking rate was found and summarized in Table 7.4. Time Table 7.4 Observed Vehicles Warehouse Parking Survey Estimation (Oakville) Parking Utilization Office Parking Rental Out Rental Data Rental Returned Rental Parking Warehouse Parking 8: 8:3 9 6% 3 5 8:3 9: 2 8% 3 2 6 3 9: 9:3 4 9% 3 6 5 9:3 : 7% 3 2 7 : :3 3 8% 3 2 8 2 :3 : 3 8% 3 9 : :3 5 9% 3 2 8 4 :3 2: 4 9% 3 8 3 2: 2:3 8 % 3 3 2 9 6 2:3 : 5 9% 3 2 2 : :3 4 9% 3 :3 2: 6 % 3 3 2: 2:3 7 % 3 2 9 5 2:3 3: 6 % 3 3 3 3: 3:3 6 % 3 5 8 5 3:3 4: 5 9% 3 8 4 As a result, a maximum of six (6) vehicles are estimated to have been parked for warehouse usage. This would result in a peak warehouse parking demand rate of one () space / 97 m 2 GFA. 27-675 April 28 9
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study 7.3.2.2 Burlington Proxy Parking Utilization Survey The U-Haul site located at 3476 Mainway, Burlington was observed for parking utilization on Saturday, September, 26. The warehouse consists of an approximate GFA of 4782.7 m 2 and an office GFA of 9.9 m 2. There are four (4) parking spaces provided in the main parking area and 45 parking spaces in the rear for a total of 49 spaces. Note that the parking usage can be used interchangeably. The total observed results are provided in Table 7.5. Table 7.5 Total Observed Parking Survey Results (Burlington) Time Observed Vehicles Parking Utilization 8: 8:3 2 43% 8:3 9: 9 39% 9: 9:3 9 39% 9:3 : 2 43% : :3 2 43% :3 : 2 4% : :3 2 4% :3 2: 22 45% 2: 2:3 22 45% 2:3 : 23 47% : :3 26 53% :3 2: 2 43% 2: 2:3 23 47% 2:3 3: 24 49% 3: 3:3 24 49% 3:3 4: 22 45% Shown in Table 7.5, a maximum parking utilization rate of 53% was found during the peak period of : - :3 PM. Based on the observed parked vehicles, assumed office parking, and rental data provided, an estimated warehouse parking rate was found and summarized in Table 7.6. Time Table 7.6 Observed Vehicles Warehouse Parking Survey Estimation (Burlington) Parking Utilization Office Parking Rental Out Rental Data Rental Returned Rental Parking Warehouse Parking 8: 8:3 2 43% 3 5 3 8:3 9: 9 39% 3 2 6 9: 9:3 9 39% 3 5 9:3 : 2 43% 3 2 6 2 : :3 2 43% 3 7 27-675 April 28
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Time Observed Vehicles Parking Utilization Office Parking Rental Out Rental Data Rental Returned Rental Parking Warehouse Parking :3 : 2 4% 3 7 : :3 2 4% 3 2 6 :3 2: 22 45% 3 3 7 2 2: 2:3 22 45% 3 7 2 2:3 : 23 47% 3 4 5 5 : :3 26 53% 3 5 7 6 :3 2: 2 43% 3 8 2: 2:3 23 47% 3 7 3 2:3 3: 24 49% 3 2 7 4 3: 3:3 24 49% 3 2 6 5 3:3 4: 22 45% 3 6 3 Based on the proxy survey results, the Burlington U-Haul site experienced a peak parking demand for the warehouse use at : PM of 6 vehicles, or a peak demand rate of approximately one () space / 3 m 2 of GFA. 7.4 Parking Comparison In summary, the proxy sites located at 478 Woody Road and 3476 Mainway were used to determine a parking rate for the proposed site. The proposed parking rate is 3.5 spaces per m 2 for office GFA, as per the City s Zoning By-law, and one () space per 3 m 2 for self-storage warehouse GFA based on the proxy site data. A comparison of all related parking rates in addition to the proposed parking supply rates are summarized in Table 7.7. Table 7.7 Parking Comparison Table Parking Rates Use Total GFA Parking Rate Parking Requirement City Zoning By-law Parking Rate ITE Parking Rate Maximum Proxy Site Parking Rate Office 8.92 m 2 3.5 Spaces / m 2 28 Spaces Warehouse,6.48 m 2 Space / m 2 6 Spaces Total 2,42.48 m 2-44 Spaces Office 8.92 m 2 Space / 32 m 2 26 Spaces Warehouse,6.48 m 2 Space / 547 m 2 2 Spaces Total 2,42.48 m 2-47 Spaces Office 8.92 m 2 3.5 Spaces / m 2 28 Spaces Warehouse,6.48 m 2 Space / 3 m 2 39 Spaces Total 2,42.48 m 2-67 Spaces 27-675 April 28
Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study Parking Rates Use Total GFA Parking Rate Parking Requirement Proposed Parking Rate Office 8.92 m 2 3.5 Spaces / m 2 28 Spaces Warehouse,6.48 m 2 Space / 3 m 2 39 Spaces Total 2,42.48 m 2-67 Spaces Based on the above parking comparison the 75 proposed parking spaces exceed the proposed parking by 8 parking spaces when compared to the ITE s Parking Generation, 4 th Edition. 8 Conclusions and Recommendations The assumptions, findings and conclusions of our analysis are presented as follows: Under existing traffic conditions, the study area intersections along Mainway currently operate with acceptable LOS and volume to capacity (v/c) ratios; Based on the future (223) background traffic analysis all intersections within the study area generally operate with acceptable LOS and volume to capacity (v/c) ratios; The subject site is expected to generate 48 new vehicular two-way trips during the weekday morning peak hour (28 trips inbound and 2 trips outbound), and 49 new vehicular two (2)-way trips during the weekday afternoon peak hour (2 trips inbound and 28 trips outbound); The future (223) total traffic is expected to exhibit similar results as the future (223) background traffic; The three existing accesses are expected to operate with acceptable LOS and volume to capacity (v/c) ratios; and, The proposed parking supply of 75 parking spaces is supported by the ITE s Parking Generation 4 th Edition and two (2) proxy parking utilization surveys and is therefore sufficient to service the site. 27-675 April 28 2
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study SITE LOCATION Figure - - Site Location Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Figure -2 - Proposed Site Plan Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Northside Road Westerly Access Middle Access Easterly Access Dillon Road Mainway Road Mainway Road Pioneer Road Legend Existing Traffic Control Signal Existing Stop Control Existing Lane Configuration Figure 3- - Existing Lane Configurations Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Northside Road Westerly Access Middle Access Easterly Access Dillon Road Mainway Road Mainway Road (69) 39 (59) 792 () (549) 864 (58) 83 (3) 6 () (566) 84 () (566) 84 (29) 5 (537) 79 Pioneer Road Legend xx AM Peak Hour Volume (xx) PM Peak Hour Volume Figure 3-2 - Existing (28) Traffic Volumes Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Northside Road Westerly Access Middle Access Easterly Access Dillon Road Mainway Road Mainway Road (69) 39 (535) 832 () (577) 98 (544) 844 (3) 6 () (595) 884 () (595) 884 (29) 5 (564) 83 Pioneer Road Legend xx AM Peak Hour Volume (xx) PM Peak Hour Volume Figure 4- Future (223) Background Traffic Volumes Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Northside Road Westerly Access Middle Access Easterly Access Dillon Road Mainway Road Mainway Road () (7) 4 (6) 8 (4) 3 (7) 2 (2) (2) 2 (5) (2) (5) (2) (5) Pioneer Road Legend xx AM Peak Hour Volume (xx) PM Peak Hour Volume Figure 5- Site Traffic Volumes Ref.# 27-675 (April 28)
Strategy 4 Inc. City of Burlington 3257 Mainway - A New U-Haul Facility Traffic Impact and Parking Study Northside Road Westerly Access Middle Access Easterly Access Dillon Road Mainway Road Mainway Road (69) 39 (542) 846 (6) 8 (58) 9 (56) 856 (33) 62 (2) 2 (6) 894 (2) (6) 894 (3) 52 (579) 84 Pioneer Road Legend xx AM Peak Hour Volume (xx) PM Peak Hour Volume Figure 6- Future (223) Total Traffic Volumes Ref.# 27-675 (April 28)
APPENDIX A Existing Traffic Data
Mainway @ Dillon Rd Morning Peak Diagram Specified Period From: 7:: To: 9:: One Hour Peak From: 7:3: To: 8:3: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2634 Mainway & Dillon Rd 29-Mar-26 Weather conditions: Clear/Dry Person(s) who counted: Adriana ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 379 Cyclists Cyclists East Leg Total: 228 North Entering: 29 Trucks 5 7 22 Trucks 9 East Entering: 46 North Peds: 4 67 22 269 79 East Peds: 72 29 88 Cyclists Trucks Dillon Rd Trucks Cyclists 37 443 48 47 6 53 N 376 32 48 Mainway W E 423 38 Cyclists Trucks 3 32 35 S Mainway 43 55 548 Trucks Cyclists 46 537 77 6 767 West Peds: West Entering: West Leg Total: 583 63 Comments
Mainway @ Dillon Rd Mid-day Peak Diagram Specified Period From: :: To: 4:: One Hour Peak From: 2:: To: 3:: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2634 Mainway & Dillon Rd 29-Mar-26 Weather conditions: Clear/Dry Person(s) who counted: Adriana ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 86 Cyclists Cyclists East Leg Total: 558 North Entering: 58 Trucks 3 5 8 Trucks 2 East Entering: 25 North Peds: 2 8 32 5 26 East Peds: 2 37 28 Cyclists Trucks Dillon Rd Trucks Cyclists 36 22 257 3 2 5 N 23 33 236 Mainway W E 26 35 Cyclists Trucks 3 3 S Mainway 48 222 27 Trucks Cyclists 48 235 254 53 37 West Peds: West Entering: West Leg Total: 283 54 Comments
Mainway @ Dillon Rd Afternoon Peak Diagram Specified Period From: 5:: To: 8:: One Hour Peak From: 6:3: To: 7:3: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2634 Mainway & Dillon Rd 29-Mar-26 Weather conditions: Clear/Dry Person(s) who counted: Adriana ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 226 Cyclists Cyclists East Leg Total: 382 North Entering: 27 Trucks Trucks 7 East Entering: 883 North Peds: 6 27 82 East Peds: 6 99 Cyclists Trucks Dillon Rd Trucks Cyclists 5 67 722 56 6 72 N 66 5 7 Mainway W E 86 67 Cyclists Trucks 26 27 S Mainway 72 4 483 Trucks Cyclists 73 437 427 72 499 West Peds: West Entering: West Leg Total: 5 232 Comments
Total Count Diagram Mainway @ Dillon Rd Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2634 Mainway & Dillon Rd 29-Mar-26 Weather conditions: Clear/Dry Person(s) who counted: Adriana ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 428 Cyclists Cyclists East Leg Total: 6799 North Entering: 699 Trucks 4 43 57 Trucks 56 East Entering: 3428 North Peds: 8 73 469 642 673 East Peds: 87 52 729 Cyclists Trucks Dillon Rd Trucks Cyclists 29 2798 389 48 46 526 N 2625 277 292 Mainway W E 35 323 Cyclists Trucks 93 23 S Mainway 379 248 2859 Trucks Cyclists 389 2673 2949 422 337 West Peds: West Entering: West Leg Total: 362 65 Comments
Mainway @ Dillon Rd Annual Average Daily Traffic Diagram Total Factor = Monthly Factor(.4) x Daily Factor(.93) x 24 Hour Factor(.85) =.78932 Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2634 Mainway & Dillon Rd 29-Mar-26 Weather conditions: Clear/Dry Person(s) who counted: Adriana ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 2555 Cyclists Cyclists East Leg Total: 266 North Entering: 25 Trucks 25 77 2 Trucks East Entering: 634 North Peds: 32 3 839 49 24 East Peds: 335 96 34 Cyclists Trucks Dillon Rd Trucks Cyclists 52 57 5527 859 82 94 N 4697 496 593 Mainway W E 5556 578 Cyclists Trucks 8 345 363 S Mainway 678 4438 56 Trucks Cyclists 696 4783 5277 755 632 West Peds: West Entering: West Leg Total: 5479 6 Comments
Mainway @ Pioneer Rd Morning Peak Diagram Specified Period From: 7:: To: 9:: One Hour Peak From: 7:3: To: 8:3: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2255 Mainway & Pioneer Rd 3 3-Nov-25 Weather conditions: Sunny/Dry Person(s) who counted: Dominik ** Non-Signalized Intersection ** Major Road: Mainway runs W/E East Leg Total: East Entering: East Peds: 24 299 2 Cyclists Trucks Trucks Cyclists 35 255 29 N 235 26 262 25 2 37 Mainway W E 26 38 Cyclists Trucks S Mainway 3 66 78 787 5 6 Trucks Cyclists 3 76 769 Pioneer Rd 736 85 4 825 76 2 8 38 West Peds: 4 Trucks 22 Trucks 9 9 28 South Peds: West Entering: 848 Cyclists Cyclists South Entering: 67 West Leg Total: 39 98 29 38 South Leg Total: 65 Comments
Mainway @ Pioneer Rd Mid-day Peak Diagram Specified Period From: :: To: 4:: One Hour Peak From: 2:5: To: 3:5: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2255 Mainway & Pioneer Rd 3 3-Nov-25 Weather conditions: Sunny/Dry Person(s) who counted: Dominik ** Non-Signalized Intersection ** Major Road: Mainway runs W/E East Leg Total: East Entering: East Peds: 822 394 2 Cyclists Trucks Trucks Cyclists 55 32 376 N 32 48 35 27 7 44 Mainway W E 329 65 Cyclists Trucks S Mainway 53 333 386 3 4 54 Trucks Cyclists 66 374 Pioneer Rd 359 68 428 68 9 26 45 West Peds: Trucks 3 Trucks 7 5 22 South Peds: West Entering: 44 Cyclists Cyclists South Entering: 68 West Leg Total: 86 98 26 42 South Leg Total: 66 Comments
Mainway @ Pioneer Rd Afternoon Peak Diagram Specified Period From: 5:: To: 8:: One Hour Peak From: 6:45: To: 7:45: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2255 Mainway & Pioneer Rd 3 3-Nov-25 Weather conditions: Sunny/Dry Person(s) who counted: Dominik ** Non-Signalized Intersection ** Major Road: Mainway runs W/E East Leg Total: East Entering: East Peds: 435 879 Cyclists Trucks Trucks Cyclists 2 47 774 923 N 77 43 2 862 2 5 7 Mainway W E 729 48 2 Cyclists Trucks S Mainway 2 5 455 58 7 24 3 Trucks Cyclists 2 58 479 Pioneer Rd 498 56 2 556 36 57 43 West Peds: Trucks 2 Trucks 4 5 9 South Peds: 2 West Entering: 539 Cyclists Cyclists South Entering: 9 West Leg Total: 462 48 6 48 South Leg Total: 57 Comments
Total Count Diagram Mainway @ Pioneer Rd Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2255 Mainway & Pioneer Rd 3 3-Nov-25 Weather conditions: Sunny/Dry Person(s) who counted: Dominik ** Non-Signalized Intersection ** Major Road: Mainway runs W/E East Leg Total: East Entering: East Peds: 786 3899 5 Cyclists Trucks Trucks Cyclists 8 568 3364 394 N 353 496 8 3657 59 83 242 Mainway W E 332 579 8 Cyclists Trucks S Mainway 4 382 328 364 86 234 32 Trucks Cyclists 4 468 3452 Pioneer Rd 3422 479 6 397 393 2 24 45 West Peds: 7 Trucks 69 Trucks 72 97 69 South Peds: West Entering: 3934 Cyclists Cyclists 2 2 South Entering: 586 West Leg Total: 7874 562 283 33 South Leg Total: 48 Comments
Mainway @ Pioneer Rd Annual Average Daily Traffic Diagram Total Factor = Monthly Factor(.99) x Daily Factor(.93) x 24 Hour Factor(.85) =.73295 Municipality: Site #: Intersection: TFR File #: Count date: Burlington 2255 Mainway & Pioneer Rd 3 3-Nov-25 Weather conditions: Sunny/Dry Person(s) who counted: Dominik ** Non-Signalized Intersection ** Major Road: Mainway runs W/E East Leg Total: East Entering: East Peds: 333 664 26 Cyclists Trucks Trucks Cyclists 4 967 573 67 N 537 845 4 6229 27 4 42 Mainway W E 564 986 4 Cyclists Trucks S Mainway 24 65 548 656 46 399 545 Trucks Cyclists 24 797 588 Pioneer Rd 5829 86 27 6672 669 359 347 77 West Peds: 29 Trucks 288 Trucks 23 65 288 South Peds: 7 West Entering: 67 Cyclists Cyclists 3 3 South Entering: 998 West Leg Total: 342 957 482 56 South Leg Total: 955 Comments
Mainway @ Northside Rd Morning Peak Diagram Specified Period From: 7:: To: 9:: One Hour Peak From: 8:: To: 9:: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 22293 Mainway & Northside Rd 3 8-May-26 Weather conditions: Clear/Dry Person(s) who counted: Rick W ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 96 Cyclists 2 2 4 Cyclists East Leg Total: 929 North Entering: 4 Trucks 6 4 Trucks 4 East Entering: 236 North Peds: 2 75 52 27 5 East Peds: 83 58 55 Cyclists Trucks 4 32 267 33 Mainway Cyclists Trucks 38 39 2 33 6 635 2 34 639 Northside Rd N W E S Driveway Trucks Cyclists 2 3 6 92 26 2 22 24 29 3 Mainway Trucks Cyclists 652 37 4 693 West Peds: Trucks Trucks South Peds: West Entering: 675 Cyclists Cyclists South Entering: West Leg Total: 978 South Leg Total: Comments
Mainway @ Northside Rd Mid-day Peak Diagram Specified Period From: :: To: 4:: One Hour Peak From: 2:: To: 3:: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 22293 Mainway & Northside Rd 3 8-May-26 Weather conditions: Clear/Dry Person(s) who counted: Rick W ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 94 Cyclists Cyclists East Leg Total: 953 North Entering: 2 Trucks 2 2 Trucks East Entering: 486 North Peds: 7 7 3 9 East Peds: 72 3 92 Cyclists Trucks 4 482 523 Mainway Cyclists Trucks 58 58 37 399 437 37 457 Northside Rd N W E S Driveway Trucks Cyclists 33 34 42 39 45 446 4 Mainway Trucks Cyclists 429 37 467 West Peds: 2 Trucks Trucks South Peds: West Entering: 495 Cyclists Cyclists South Entering: West Leg Total: 8 South Leg Total: Comments
Mainway @ Northside Rd Afternoon Peak Diagram Specified Period From: 5:: To: 8:: One Hour Peak From: 6:5: To: 7:5: Municipality: Site #: Intersection: TFR File #: Count date: Burlington 22293 Mainway & Northside Rd 3 8-May-26 Weather conditions: Clear/Dry Person(s) who counted: Rick W ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 245 Cyclists Cyclists East Leg Total: 268 North Entering: 3 Trucks 4 4 8 Trucks East Entering: 82 North Peds: 3 74 3 4 2 East Peds: 2 78 35 32 Cyclists Trucks 2 5 764 87 Mainway Cyclists Trucks 4 65 69 3 46 382 43 3 5 447 Northside Rd N W E S Driveway Trucks Cyclists 56 7 63 69 47 2 739 746 54 2 Mainway Trucks Cyclists 42 5 4 466 West Peds: 3 Trucks Trucks South Peds: West Entering: 5 Cyclists Cyclists South Entering: West Leg Total: 37 South Leg Total: Comments
Total Count Diagram Mainway @ Northside Rd Municipality: Site #: Intersection: TFR File #: Count date: Burlington 22293 Mainway & Northside Rd 3 8-May-26 Weather conditions: Clear/Dry Person(s) who counted: Rick W ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 46 Cyclists 3 5 8 Cyclists East Leg Total: 77 North Entering: 77 Trucks 25 22 47 Trucks 33 East Entering: 3529 North Peds: 22 484 232 76 6 East Peds: 2 52 259 645 Cyclists Trucks 268 349 3769 Mainway Cyclists Trucks 5 359 374 9 249 324 3282 9 264 3384 Northside Rd N W E S Driveway Trucks Cyclists 252 8 27 36 243 7 3256 2 2 326 26 8 Mainway Trucks Cyclists 3257 27 4 3542 3 2 West Peds: 42 Trucks Trucks South Peds: 9 West Entering: 3657 Cyclists Cyclists South Entering: 2 West Leg Total: 7426 3 South Leg Total: 5 Comments
Mainway @ Northside Rd Annual Average Daily Traffic Diagram Total Factor = Monthly Factor(.93) x Daily Factor(.94) x 24 Hour Factor(.85) =.6727 Municipality: Site #: Intersection: TFR File #: Count date: Burlington 22293 Mainway & Northside Rd 3 8-May-26 Weather conditions: Clear/Dry Person(s) who counted: Rick W ** Signalized Intersection ** Major Road: Mainway runs W/E North Leg Total: 229 Cyclists 5 8 3 Cyclists 2 East Leg Total: 436 North Entering: 247 Trucks 4 36 76 Trucks 53 East Entering: 577 North Peds: 36 783 375 58 988 East Peds: 9 828 49 43 Cyclists Trucks 6 433 5646 695 Mainway Cyclists Trucks 24 58 65 5 43 489 538 2 2 5 427 5473 Northside Rd N W E S Driveway Trucks Cyclists 48 29 2 438 4862 393 5266 3 3 5272 422 3 Mainway Trucks Cyclists 5267 438 23 5728 5 2 2 3 West Peds: 68 Trucks Trucks South Peds: 5 West Entering: 594 Cyclists Cyclists South Entering: 3 West Leg Total: 2 5 2 2 South Leg Total: 8 Comments
Intersection Name: Mainway @ Dillion Rd TS ID: Line No: Model: IP address: Controller Make: 92 8 ACS/3 72.22.2.2 Econolite Type of Operation: 8 Phase Semi-Actuated * Start from Main Menu Date Description Prepared by No Y M D MA 2 26 5 6 Ph Ph2 Ph3 Ph4 EB - Mainway PHASE DESCRIPTION Ph5 Ph6 WB - Mainway Ph7 Ph8 SB - Dillion Road PHASE IN USE/EXCLUSIVE PED (MM) *- - 2 Phase: 2 3 4 5 6 7 8 Phase in Use X X X Exclusive PED CONTROLLER TIMING DATA - VEHICLE TIMING Phase: Timing Plan: 2 3 4 5 6 7 8 Minimum Green 5 5 8 * - 2 - Walk 2 2 8 Ped. Clearance 5 5 Pedestrian Carry Over Vehicle Extension 3 3 3 MAX 4 4 5 MAX 2 4 4 5 Yellow Change 4 4 4 Red Clearance 2 2 3 Phase Minimum: 42 42 26 Phase: Lock Detector Vehicle Recall PHASE DATA - VEHICLE AND PEDESTRIAN RECALLS * - 2-8 2 3 4 5 6 7 8 Pedestrian Recall X X MAX Recall X X Min Recall COORDINATION: COORDINATOR PATTERN, SPLIT PATTERN * - 3-2, - 3-3
Coordinator Pattern (CP) 2 3 Cycle Length 9 8 9 Offset (sec) Timing Plan Split Pattern 2 3 Phases (sec) 2 3 4 5 6 7 8 6 6 3 5 5 3 6 6 3 TIME BASE: ACTION PLAN, DAY PLAN * - 5-2, - 5-3, -5-4 Day Plan Sched. # Action Plan 2 3 Time Period 6: 9: 5:3 9: Pattern 2 3 254 Timing Plan Schedule = Day Plan Schedule 2 = Day Plan 2 Schedule 3 = Day Plan 3 2 3 2 3 : : 254 254 Day Plan (Weekday) Day Plan 2 (Saturday) Day Plan 3 (Sunday, Holidays) Action Plan = free (254) Special Programming: TIME BASE DATA TIME OF YEAR EVENTS * - 5-5 Events Exception Day MON/ DOW/ WOM/ MON DOW Year Day Plan New Year's Day Fixed 3 Family Day 2 Float 2 2 3 3 Good Friday 3 Float 4 6 3 Victoria Day 4 Float 5 2 3 3 Canada Day 5 Fixed 7 3 Civic Day 6 Float 8 2 3 Labour Day 7 Float 9 2 3 Thanksgiving 8 Float 2 2 3 Christmas Day 9 Fixed 2 25 3
Intersection Name: Mainway @ Northside TS ID: Line No: Model: IP address: Controller Make: 94 5 ACS/3 72.22.2.2 Econolite Type of Operation: 4 Phase Semi-Actuated * Start from Main Menu Date Description Prepared by No Y M D MA 2 26 5 6 Ph Ph2 Ph3 Ph4 EB/WB - Mainway SB - Northside PHASE DESCRIPTION Ph5 Ph6 Ph7 Ph8 PHASE IN USE/EXCLUSIVE PED (MM) *- - 2 Phase: 2 3 4 5 6 7 8 Phase in Use X X Exclusive PED CONTROLLER TIMING DATA - VEHICLE TIMING Phase: Timing Plan: 2 3 4 5 6 7 8 Minimum Green 8 8 * - 2 - Walk 25 Ped. Clearance 4 8 Pedestrian Carry Over Vehicle Extension 3 3 MAX 35 25 MAX 2 35 25 Yellow Change 4 4 Red Clearance 3 2 Phase Minimum: 47 25 Phase: Lock Detector Vehicle Recall PHASE DATA - VEHICLE AND PEDESTRIAN RECALLS * - 2-8 2 3 4 5 6 7 8 Pedestrian Recall X X MAX Recall X X Min Recall COORDINATION: COORDINATOR PATTERN, SPLIT PATTERN * - 3-2, - 3-3
Coordinator Pattern (CP) 2 3 Cycle Length 9 8 9 Offset (sec) Timing Plan Split Pattern 2 3 Phases (sec) 2 3 4 5 6 7 8 63 27 53 27 63 27 TIME BASE: ACTION PLAN, DAY PLAN * - 5-2, - 5-3, -5-4 Day Plan Sched. # Action Plan 2 2 3 3 2 2 3 3 2 3 2 2 Time Period Pattern 6: 9: 2 5:3 3 9: 254 9: 2 8: 254 9: 2 8: 254 Timing Plan Schedule = Day Plan Schedule 2 = Day Plan 2 Schedule 3 = Day Plan 3 Day Plan (Weekday) Day Plan 2 (Saturday) Day Plan 3 (Sunday, Holidays) Action Plan = free (254) Special Programming: TIME BASE DATA TIME OF YEAR EVENTS * - 5-5 Events Exception Day MON/ DOW/ WOM/ MON DOW Year Day Plan New Year's Day Fixed 3 Family Day 2 Float 2 2 3 3 Good Friday 3 Float 4 6 3 Victoria Day 4 Float 5 2 3 3 Canada Day 5 Fixed 7 3 Civic Day 6 Float 8 2 3 Labour Day 7 Float 9 2 3 Thanksgiving 8 Float 2 2 3 Christmas Day 9 Fixed 2 25 3
APPENDIX B Intersection Capacity Analysis Reports Existing (28) Traffic Conditions
HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS : Mainway & Northside Road EX AM Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 39 792 426 3 72 83 Future Volume (vph) 39 792 426 3 72 83 Ideal Flow (vphpl) 9 9 9 9 9 9 Total Lost time (s) 7. 7. 6. 6. Lane Util. Factor.95.95.. Frpb, ped/bikes.... Flpb, ped/bikes.... Frt..99..85 Flt Protected...95. Satd. Flow (prot) 347 3394 722 526 Flt Permitted.9..95. Satd. Flow (perm) 333 3394 722 526 Peak-hour factor, PHF.87.87.87.87.87.87 Adj. Flow (vph) 45 9 49 36 83 95 RTOR Reduction (vph) 6 73 Lane Group Flow (vph) 955 52 83 22 Confl. Peds. (#/hr) 2 2 Heavy Vehicles (%) 3% 5% 6% % 6% 7% Turn Type Perm NA NA Prot Perm Protected Phases 4 8 6 Permitted Phases 4 6 Actuated Green, G (s) 56. 56. 2. 2. Effective Green, g (s) 56. 56. 2. 2. Actuated g/c Ratio.62.62.23.23 Clearance Time (s) 7. 7. 6. 6. Vehicle Extension (s) 3. 3. 3. 3. Lane Grp Cap (vph) 949 2 4 356 v/s Ratio Prot.5 c.5 v/s Ratio Perm c.3. v/c Ratio.49.25.2.6 Uniform Delay, d 9.2 7.6 27.8 26.8 Progression Factor.... Incremental Delay, d2.9.3.2.3 Delay (s). 7.9 29. 27.2 Level of Service B A C C Approach Delay (s). 7.9 28. Approach LOS B A C Intersection Summary HCM 2 Control Delay.3 HCM 2 Level of Service B HCM 2 Volume to Capacity ratio.4 Actuated Cycle Length (s) 9. Sum of lost time (s) 3. Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 5 c Critical Lane Group 4/8/28 Synchro 9 Report Ex AM.syn Page
HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS 2: Mainway & Site Access 3 EX AM Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 864 457 Future Volume (Veh/h) 864 457 Sign Control Free Free Stop Grade % % % Peak Hour Factor.87.87.87.87.87.87 Hourly flow rate (vph) 993 525 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 332 px, platoon unblocked.88 vc, conflicting volume 525 22 262 vc, stage conf vol vc2, stage 2 conf vol vcu, unblocked vol 525 76 262 tc, single (s) 4. 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % cm capacity (veh/h) 52 36 742 Direction, Lane # EB EB 2 WB WB 2 SB Volume Total 33 662 35 75 Volume Left Volume Right csh 52 7 7 7 7 Volume to Capacity..39.2.. Queue Length 95th (m)..... Control Delay (s)..... Lane LOS A Approach Delay (s)... Approach LOS A Intersection Summary Average Delay. Intersection Capacity Utilization 27.2% ICU Level of Service A Analysis Period (min) 5 4/8/28 Synchro 9 Report Ex AM.syn Page 2
HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS 3: Pioneer Road & Mainway EX AM Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 83 6 6 428 29 38 Future Volume (Veh/h) 83 6 6 428 29 38 Sign Control Free Free Stop Grade % % % Peak Hour Factor.93.93.93.93.93.93 Hourly flow rate (vph) 863 66 65 46 3 4 Pedestrians 4 2 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s)... Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 394 px, platoon unblocked.92.92.92 vc, conflicting volume 93 26 468 vc, stage conf vol vc2, stage 2 conf vol vcu, unblocked vol 74 235 tc, single (s) 4.5 7.4 7.9 tc, 2 stage (s) tf (s) 2.4 3.8 3.8 p queue free % 9 77 93 cm capacity (veh/h) 689 36 583 Direction, Lane # EB EB 2 WB WB 2 NB Volume Total 575 354 28 37 72 Volume Left 65 3 Volume Right 66 4 csh 7 7 689 7 242 Volume to Capacity.34.2.9.8.3 Queue Length 95th (m).. 2.4. 9. Control Delay (s).. 4.. 26. Lane LOS A D Approach Delay (s)..7 26. Approach LOS D Intersection Summary Average Delay.8 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 5 4/8/28 Synchro 9 Report Ex AM.syn Page 3
HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS 4: Mainway & Site Access 2 EX AM Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 84 488 Future Volume (Veh/h) 84 488 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 94 53 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 53 987 265 vc, stage conf vol vc2, stage 2 conf vol vcu, unblocked vol 53 987 265 tc, single (s) 4. 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % cm capacity (veh/h) 48 248 739 Direction, Lane # EB EB 2 WB WB 2 SB Volume Total 35 69 353 77 Volume Left Volume Right csh 48 7 7 7 7 Volume to Capacity..36.2.. Queue Length 95th (m)..... Control Delay (s)..... Lane LOS A Approach Delay (s)... Approach LOS A Intersection Summary Average Delay. Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period (min) 5 4/8/28 Synchro 9 Report Ex AM.syn Page 4