TRAFFIC IMPACT STUDY UPDATE, PARKING STUDY, & SITE PLAN ...
Transcript of TRAFFIC IMPACT STUDY UPDATE, PARKING STUDY, & SITE PLAN ...
TRAFFIC IMPACT STUDY UPDATE, PARKING STUDY, & SITE PLAN REVIEW (REVISED) 6th Submission, Response to Town Comments
Proposed Oakville AVID Hotel Development, North Service Road West / Kerr Street & QEW Off‐Ramp, Oakville, ON May 2020
Prepared for Empress Capital Group Inc. c/o API Development Consultants
© 2019 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P160
May 7, 2020
Empress Capital Group Inc.
c/o Mr. Darius Saplys
API Development Consultants
Associate – Asset & Marketing Director
1464 Cornwall Road
Oakville, ON, L6J 7W5
Our Project file: TPI‐2019P169
Re: Proposed Oakville AVID Hotel Development, North Service Road West / Kerr Street & QEW Off‐
Ramp, Oakville, ON – Traffic Impact Study Update, Parking Study and Site Plan Review (Revised)
TRANS‐PLAN has prepared this Traffic Impact Study Update, Parking Study and Site Plan Review (Revised) in support of the proposed AVID Hotel Development located at the North Service Road West / Kerr Street and Queen Elizabeth Way Off‐Ramp, in the Town of Oakville, Ontario. This study has been prepared in response to Town of Oakville comments on our report, dated November 14, 2019. The parking study and site plan review have been revised and a TIS update (to the traffic study in the previous report by LMM) is provided.
The proposed hotel consists of a seven‐storey building, containing 114 hotel rooms and a total GFA of 5,081.8 m2. The proposed parking supply is 95 passenger vehicle parking spaces, provided on a surface lot.
Our traffic impact study findings indicate that the study area intersections are expected to operate acceptably
in the future and no road improvements are required to accommodate the proposed development. The
existing infrastructure and the capacity of the existing transit routes within the study area is expected to be
sufficient for the site.
A Site Plan Review is also included, showing the onsite circulation, demonstrating that the design of site access
(i.e. connection at North Service Road) would be acceptable for traffic operations. A vehicle turning template
review is also provided to show the on‐site circulation.
Our parking study includes a review of the Town of Oakville Zoning By‐law 2014‐014 for parking requirements
and a parking demand analysis of other similar hotel developments in the region, in comparison to the
development proposal. Based on our review, the proposed total parking supply is expected to be sufficient for
the proposed development.
Sincerely,
Anil Seegobin, P.Eng. Joseph Doran Partner, Engineer Transportation E.I.T.
Trans‐Plan Transportat ion Inc.
Transportat ion Consultants
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 i
TABLE OF CONTENTS
Transmittal Letter
Table of Contents
1. INTRODUCTION ..................................................................................................................................... 1
2. TOWN OF OAKVILLE COMMENTS ......................................................................................................... 2
3. SITE LOCATION AND SURROUNDING USES ........................................................................................... 3
4. PROPOSED DEVELOPMENT ................................................................................................................... 3
5. EXISTING CONDITIONS .......................................................................................................................... 3
5.1 Road Network ............................................................................................................................. 3
5.2 Traffic Counts .............................................................................................................................. 4
6. FUTURE BACKGROUND CONDITIONS ................................................................................................... 4
6.1 Planned Background Developments........................................................................................... 4
6.2 Planned Roadway and Transit Improvements ............................................................................ 4
7. SITE TRAFFIC .......................................................................................................................................... 5
7.1 Trip Generation ........................................................................................................................... 5
7.2 Trip Distribution and Assignment ............................................................................................... 5
7.3 Recommendations for Westbound Approaching Site Traffic ..................................................... 5
8. FUTURE TOTAL TRAFFIC CONDITIONS .................................................................................................. 5
9. CAPACITY ANALYSIS .............................................................................................................................. 6
9.1 Intersection Capacity Evaluation Methodology ......................................................................... 6
9.2 LMM Capacity Analysis for Boundary Intersections ................................................................... 6
9.3 Capacity Analysis for Boundary Intersections ............................................................................ 6
9.4 North Service Road West and Site Access Capacity Analysis ..................................................... 8
10. SITE PLAN REVIEW ............................................................................................................................... 10
10.1 Circulation Review .................................................................................................................... 10
10.2 Site Access Review .................................................................................................................... 10
11. PARKING REQUIREMENTS ................................................................................................................... 10
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 ii
12. PROXY SITE SURVEYS ........................................................................................................................... 11
12.1 Review of Other Similar Hotel Developments .......................................................................... 11
12.2 Estimated Parking Demands for Subject Site ........................................................................... 12
13. ALTERNATIVE MODES OF TRAVEL ....................................................................................................... 13
13.1 Transit Service ........................................................................................................................... 13
13.2 Cycling ....................................................................................................................................... 14
13.3 Rideshare Services .................................................................................................................... 15
14. CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 15
Appendix A – Level Of Service Definitions
Appendix B – Capacity Analysis Sheets
Appendix C – Town Of Oakville Zoning By‐Law 2014‐014
Appendix D – Hotel Proxy Sites, Parking Survey Results & Occupancy Data
List of Tables
Table 1 – Capacity Analysis Results, 2029 Background and Total Conditions .............................................. 9
Table 2 – Site Parking Requirements, as per the Town of Oakville Zoning By‐law ..................................... 10
Table 3 – Hotel Proxy Sites, Site Statistics and Amenities .......................................................................... 11
Table 4 – Hotel Proxy Sites, Parking Survey Results ................................................................................... 12
Table 5 – Estimated Parking Demands for Proposed Hilton Garden Inn Hotel .......................................... 13
Table 6 – Transit Service Frequencies in the Study Area ............................................................................ 14
Table 7 – Site Bicycle Parking Requirements, as per the Town of Oakville Zoning By‐law ......................... 14
List of Figures
Figure 1 – Site Location ............................................................................................................................... 17
Figure 2 – Site Plan ...................................................................................................................................... 18
Figure 3 – Study Area Roadway Characteristics .......................................................................................... 19
Figure 4 – 2029 Background Traffic Volumes, Weekday AM and PM Peak Hours ..................................... 20
Figure 5 – Site Traffic Assignment, Weekday AM and PM Peak Hours ...................................................... 21
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 iii
Figure 6 – 2029 Total Traffic Volumes, Weekday AM and PM Peak Hours ................................................ 22
Figure 7 – Loading Vehicle Entering Site and Accessing Designated Loading Area .................................... 23
Figure 8 – Bus Entering Site and Accessing Designated Bus Parking Area.................................................. 24
Figure 9 – Waste Collection Vehicle Entering Site and Accessing Waste Enclosures ................................. 25
Figure 10 – Study Area Transit Service ....................................................................................................... 26
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 1
1. INTRODUCTION
TRANS‐PLAN has been retained by API Development Consultants to update the following documents by LMM Engineering Inc. for the proposed Oakville AVID Hotel at the southwest quadrant of North Service Road West and the Queen Elizabeth Way (QEW) Off‐Ramp in the Town of Oakville:
• Memorandum, dated September 5, 2018
• Traffic Impact Study, dated September 12, 2018
• Parking Study, dated August 1, 2018
The overall methods and results of the analysis of the LMM Traffic Impact Study report and Memorandum
conducted for the proposed Oakville AVID Hotel development were reviewed by Trans‐Plan and found to
be reasonable.
The LMM TIS report included no mention of nearby background developments. However, our review of
the Town of Oakville development applications shows one new development proposal in the vicinity. This
application for the Glen Abbey Golf Course development has been refused previously and is currently
under appeal to be heard in 2020. We consider this application unlikely to proceed within our project’s
completion thus we are not considering it further in our analysis.
Also, since the release of the LMM TIS report, the site plan has been updated presenting changes to the site access (for the proposed right‐in/out driveway) and updated parking arrangement. An agreement for a shared access with Dorval Crossing plaza has not been reached to date.
The LMM Parking Study was limited by the inclusion of a proxy study that is in our opinion, too dissimilar to the proposed development and by using data from off‐peak season surveys without accounting for hotel occupancy. Our analysis responded to this by including relevant proxy study sites and surveys conducted during a higher volume season and by factoring up the rate taking the actual occupancy of the hotel into account.
This Addendum Report for the proposed AVID Hotel Development located at North Service Road West / Kerr Street and Queen Elizabeth Way Off‐Ramp, in the Town of Oakville, Ontario, includes the following components:
Traffic Impact Study Update
A review of the site and development proposal.
A review of existing and background conditions based on the previous report by LMM Engineering.
An assessment of the impact of site‐generated traffic on the study area intersections under future
traffic conditions.
An update of the future total traffic analysis for 2029 conditions based upon the LMM Engineering
report and new hotel statistics and site access configuration.
Recommendations to mitigate any identified traffic impacts on the boundary roadways, resulting from
the proposed development.
Site Plan Review
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 2
A vehicle swept path simulation analysis of the proposed site access location and circulation scheme
of loading, waste collection and tour buses.
A review of changes to the site access to allow safer movements throughout the site.
Parking Study (Revised)
A review of the site parking supply and of the Town of Oakville Zoning By‐law 2014‐014 for hotel
parking requirements.
Parking demand surveys at nearby hotel proxy sites with similar number of storeys and with a similar
site context.
Confirmation that the proposed parking supply would be sufficient for the site based on our parking
survey results.
The Development Application Guidelines for Traffic Impact Studies and Parking Studies provided on the
Town of Oakville Terms of Reference website, as well as the Region of Halton Guidelines & Requirements
for Traffic Impact Studies and the MTO General Guidelines for the Preparation of Traffic Impact Studies
have been reviewed for this study.
2. TOWN OF OAKVILLE COMMENTS
The Town of Oakville gave the following comments regarding the 5th submission on February 26, 2020.
Our responses are included below:
1. The traffic consultant –Trans Plan submitted a parking justification report and conducted parking utilization survey for the two proxy sites during the month of August and September. The justification for selecting the months and the period of the year to collect parking data at the hotel sites are not provided in the report.
August and September were the two busiest months in terms of hotel occupancy in Ontario. The 2019 data provided by the Ontario Ministry of Heritage, Sport, Tourism and Culture Industries is shown in Appendix D.
2. Parking spaces required for the conference area at the proxy sites survey are not accounted for in the recommended number of parking spaces for AVID hotel site.
The proxy sites surveyed contain ground floor public use areas of a similar size to the subject site, as a result the peak demands of the public areas were included in the overall parking rate. Notwithstanding, the proxy sites’ public use areas are actual conference space, whereas this project will not include any conference space. Therefore, the observed parking rate can be considered conservative since the demand includes use of conference facilities. Section 11 describes the parking study with Section 12 detailing the specifics of the proxy sites.
3. Due to the curvature of the site driveway located at the North Service Road, the traffic accessing the site will have to make an immediate right turn maneuver to stay in the inbound lane, which will be difficult to maintain and could be a safety issue. The applicant is desired to reconsider the driveway configuration to make it functionally safe for the site traffic and resubmit the plan for review and comments from transportation strategy.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 3
The design of the entranceway has been widened to a 13.75 m curb cut as well as the curb radius on each side being increased to 7.65 m to allow inbound traffic to stay in lane. This can be seen on the revised site plan, dated March 26, 2020, included in Figure 2.
4. Results of the study area intersections analysis have not been provided in the traffic study for review and comments by the transportation staff, the traffic consultant should update the traffic report and resubmit for review and comments from the transportation staff.
The capacity analysis has been expanded to include the boundary intersections, the summary of which is
included in section 9 below.
3. SITE LOCATION AND SURROUNDING USES
The site, shown in Figure 1, is located along North Service Road West / Kerr Street in the Town of Oakville.
North Service Road West is a major arterial roadway and continues along the north side of Queen
Elizabeth Way / Highway 403. Kerr Street is also a major arterial roadway and continues to the southeast
as a main retail street in the city. The proposed site is approximately 200 m from the Queen Elizabeth Way
/ Highway 403 to the south with the westbound off ramp running adjacent to the east side of the site.
Nearby land uses include commercial properties to the east and west along Kerr Street / North Service
Road West with a natural area zone to the north with residential neighbourhoods beyond.
4. PROPOSED DEVELOPMENT
The proposed site plan, prepared by API Development Consultants / Saplys Architects Inc., is shown in
Figure 2. The proposed development consists of a seven‐storey hotel building, containing 114 hotel rooms
and a total GFA of 5,081.8 m2. A total of 96 parking spaces are proposed on the surface lot, 95 passenger
vehicle spaces and 1 bus space. There is also 1 loading space for garbage pick‐up and receiving deliveries.
The lot is accessed through one proposed one right‐in, right‐out (RIRO) access on North Service Road
West.
TRAFFIC IMPACT STUDY & SITE REVIEW
5. EXISTING CONDITIONS
5.1 Road Network
The major roadways located in the study area and described in the LMM report remain unchanged:
Queen Elizabeth Way / Highway 403 is an east‐west 400‐series highway under the jurisdiction of the
Ministry of Transport for Ontario (MTO). It consists of 8 lanes (four lanes per direction) including one High
Occupancy Vehicle (HOV) lane in each direction. The posted speed limit is 100 km/h on the main highway
and 40 km/h on the off‐ramps. The westbound off‐ramp splits around the site with one ramp connecting
with Dorval Drive at a signalized intersection and the other connecting with Kerr Street / North Service
Road at an unsignalized, stop control intersection.
Dorval Drive is a six‐lane road under the jurisdiction of Halton Region. It runs in a north‐south orientation,
and has a posted speed limit of 60 km/h.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 4
Kerr Street / North Service Road West is a four/five‐lane major road under the jurisdiction of the Town
of Oakville, and runs in an east‐west orientation. The posted speed limit is 60 km/h on the North Service
Road portion and 50 km/h on the Kerr Street portion.
The intersections included in the study are as follows
North Service Road West at Dorval Drive,
North Service Road West at Queen Elizabeth Way westbound ramps,
North Service Road West at Queen Elizabeth Way eastbound ramps,
North Service Road West at signalized Dorval Crossing commercial plaza driveway,
North Service Road West / Kerr Street at QEW westbound off‐ramp,
Kerr Street at signalized Canadian Tire driveway.
The characteristics of the study area roadways are illustrated in Figure 3.
5.2 Traffic Counts
The traffic counts used in the LMM TIS report for the above‐mentioned intersections are dated December
2017 and as a result are still considered to be valid for current analysis. The same raw TMC data, provided
in the LMM report, was used for our analysis.
6. FUTURE BACKGROUND CONDITIONS
Future background traffic volumes for the horizon years 2024, 2029 and 2039 were considered in the
LMM TIS report. A 2039 analysis is considered excessive for analysis. As a result, the 2029 conditions were
considered as the ultimate horizon. The LMM TIS Report also utilised a traffic growth rate of two percent
per annum. This is considered a typical conservative growth rate and is maintained in our capacity analysis.
The future background traffic volumes for horizon year 2029, in the weekday AM and PM peak hours are
shown in Figure 4.
Background Developments and Road Improvements were reviewed for any updates since the submission
of the LMM TIS report.
6.1 Planned Background Developments
Based on a review of the development applications of the Town of Oakville, there is one notable
background development in the study area for the Glen Abbey Golf Course development to the northwest
of the site. This application is proposed to include 141 single detached homes, 299 townhouse units and
2782 apartment units as well as 5,429 m2 of office space and 5,841 m2 of retail space.
However, this application has been refused with an appeal pending for 2020. There is significant political
and public opposition to the development and the site may be considered a heritage site. Therefore, it is
not considered for further analysis.
6.2 Planned Roadway and Transit Improvements
There are planned improvements to Kerr Street to the east of our site. The roadway is to be widened and
the road diverted underneath the rail lines to remove the at‐grade crossing. This project is expected to
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 5
begin in 2020. However, these potential improvements are not likely to impact the study area except to
improve traffic flow along Kerr Street.
There are no planned improvements to Oakville Transit routes in the study area at this time.
7. SITE TRAFFIC
7.1 Trip Generation
Site trips for the proposed hotel use were generated using the Institute of Transportation Engineers (ITE)
Trip Generation manuals, 10th edition. The ITE Land Use Code (LUC) 310 – ‘Hotel’ was selected for
determining suitable trip rates for the hotel use. The average rate was used by LMM which gave a higher
peak number than the fitted curve equation thus, giving a more conservative peak traffic amount. The
same predicted volumes from the LMM TIS report were used.
7.2 Trip Distribution and Assignment
Generated site trips for the proposed hotel were re‐distributed and assigned to and from the site through
the right‐in / right‐out access on North Service Road West and the boundary roadways based on existing
traffic patterns obtained from the study area intersection counts and study area context.
The site traffic assignments for the weekday AM and PM peak hours are shown in Figure 5.
7.3 Recommendations for Westbound Approaching Site Traffic
Since the site access is right‐in / right‐out restricted, vehicles approaching from the east along Kerr Street
may conduct a U‐turn either at the Dorval Crossing commercial plaza intersection or further along North
Service Road West in order to access the site. Site‐bound traffic from the westbound direction of the QEW
has been distributed toward the Dorval Drive intersection since wayfinding applications will likely direct
drivers that way. However, some traffic may still approach from the eastern off‐ramp or from along Kerr
Street.
With some medians along the roadway of North Service Road West, a “U‐turns Permitted” sign at the
intersection of the Dorval Crossing commercial plaza may aid drivers to make safe movements at the
intersection either during the left turn permitted phase or when it is safe to make a left turn. This would
help to prevent drivers from attempting a mid‐block U‐turn further along North Service Road West, or
from entering the commercial plazas on either side and recirculating back to approach the entrance from
the west.
8. FUTURE TOTAL TRAFFIC CONDITIONS
Site traffic volumes were added to the future background traffic volumes to obtain future total traffic volumes for the peak hours. The future total traffic volumes for horizon year 2029, in the weekday AM and PM peak hours are shown in Figure 6.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 6
9. CAPACITY ANALYSIS
9.1 Intersection Capacity Evaluation Methodology
To be consistent with the LMM TIS Report, the same methodology for evaluating traffic operations at each
of the subject intersections was used. This was based on the criteria from the Transportation Research
Board’s Highway Capacity Manual, 2000 edition (HCM 2000). The same Synchro software was used for
the analysis.
According to the Region of Halton Guidelines & Requirements for Traffic Impact Studies, dated January
2015, v/c ratios of less than 0.85 for through movements are considered acceptable. Additionally, v/c
ratios less than 0.95 for exclusive movements are acceptable. Furthermore, an LOS threshold of D or
better is acceptable. LOS definitions are supplied in Appendix A.
9.2 LMM Capacity Analysis for Boundary Intersections
The capacity analysis results of the existing, background and total conditions have determined that there
are operational issues at the intersection of North Service Road W / Dorval Drive and at the intersection
of North Service Road and the QEW Off‐Ramp. The proposed intersection improvements as a result of the
background traffic growth seem to be reasonable. Regardless of the excessive 20‐year horizon period traffic analysis, the overall methodology of the existing and background conditions of the report is
considered to be sufficient. This analysis for the 2029 horizon year is summarized and updated below to
account for changes to the site plan.
9.3 Capacity Analysis for Boundary Intersections
North Service Road West and Dorval Drive
2029 Horizon Year
Under background conditions, the intersection will operate over capacity at an overall LOS of F in both
the AM and PM weekday peak hours. During the weekday AM peak the southbound movements as well
as the westbound left movement operate at an LOS of F with a maximum v/c up to 1.25 and delay of up
to 158 seconds in the southbound through/right movement. During the weekday PM peak the eastbound
left, westbound left and right, and northbound left and through movements all operate at an LOS of F
with a maximum v/c up to 2.04 and delay of up to 525 seconds in the westbound right movement.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minor increases to the northbound right movement, from v/c of 0.08 to 0.10 in the
weekday AM peak and 0.14 to 0.18 in the weekday PM peak; and the southbound left movement, from
v/c of 1.22 to 1.23 in the weekday AM peak and 0.79 to 0.80 in the weekday PM peak. This shows that
there is very minimal impact from site generated traffic, given the comparison of background and total
traffic conditions.
Similar to the findings of the LMM Engineering report, the North Service Road West / Dorval Drive
intersection is already over capacity and fully developed. All directions have dual left turn lanes and right
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 7
turn lanes on the eastbound, westbound and northbound approaches. Signal timing improvements do not
offer significant improvement to the level of service of all movements and adding a southbound right‐turn
lane only slightly reduces the overall delay of the intersection. A shift away from automobile use to more
public transit use is the remaining option to alleviate traffic issues on this scale.
North Service Road West and Abbey Centre Access
2029 Horizon Year
Under background conditions, the intersection will continue to operate acceptably at an overall LOS of C
with v/c of 0.41 and 0.74 and delays of 21 and 23 seconds in the weekday AM and PM peak hour
respectively. All individual movements operate well within the guideline parameters.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minimal increases to some of the individual movements’ v/c but with no change to the
Level of Service. This shows that there is very minimal impact from site generated traffic, given the
comparison of background and total traffic conditions.
North Service Road West and QEW westbound Off Ramp
2029 Horizon Year
Under background conditions, the intersection will continue to operate acceptably with a worst‐case LOS
of D and delay of 34 seconds for the weekday AM peak hour for the northbound left movement. This is
improved in the PM peak hour with an LOS of C and delay of 19 seconds.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minimal increases to some of the individual movements’ delay. The LOS for the
northbound left movement does change to E but the delay is only 3 seconds greater than the background
case at 37 seconds. This shows that there is very minimal impact from site generated traffic.
Kerr Street and Canadian Tire Access
2029 Horizon Year
Under background conditions, the intersection will continue to operate acceptably at an overall LOS of B
with v/c of 0.42 and 0.45 and delays of 20 and 19 seconds in the weekday AM and PM peak hours
respectively. All individual movements operate well within the guideline parameters.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minimal increases to some of the individual movements’ v/c but with no change to the
Level of Service. This shows that there is very minimal impact from site generated traffic.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 8
QEW westbound Off Ramp and Dorval Drive
2029 Horizon Year
Under background conditions, the intersection will continue to operate acceptably at an overall LOS of C
in the weekday AM peak hour with v/c of 0.75 and delay of 26 seconds and all movements operating
acceptably. The weekday PM peak hour has an overall LOS of D in the weekday PM peak hour with v/c of
0.85 and delay of 46 seconds. The westbound movements operate over capacity with an LOS of F, a
maximum v/c of 1.12 and delay up to 105 seconds. These are improved by signal timing split optimizations
to achieve LOS of C in all movements.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minimal increases to some of the movements’ v/c but with no change to the Level of
Service. This shows that there is very minimal impact from site generated traffic.
QEW eastbound Off Ramp and Dorval Drive
2029 Horizon Year
Under background conditions, the intersection will continue to operate acceptably at an overall LOS of C
with v/c of 0.76 and 0.91 and delays of 22 seconds in the weekday AM and PM peak hour respectively.
The northbound right movement is slightly over capacity at a v/c of 0.99 but the LOS is still acceptable at
D.
Under total conditions, the intersection operates with virtually the same LOS as the background
conditions with minimal increases to some of the movements’ v/c but with no change to the Level of
Service. This shows that there is very minimal impact from site generated traffic.
9.4 North Service Road West and Site Access Capacity Analysis
Under future 2029 total conditions during the weekday AM and PM peak hours the RIRO access operates
well with an LOS of A and a maximum v/c ratio of 0.39 for the westbound through traffic in PM peak hour.
The maximum delay time in the AM and PM peak hours is expected to be 9 seconds.
The capacity analysis results for the 2018 Existing and 2029 Background and Total weekday AM and PM
peak hours are shown in Table 1 and capacity analysis sheets are provided in Appendix B.
Table 1 – Capacity Analysis Results, 2029 Background and Total Conditions
Intersection
MovementV/C Delay LOS V/C Delay LOS V/C Delay LOS V/C Delay LOS
North Service Road West & Dorval Drive 1.04 94 F 1.52 177 F 1.04 94 F 1.52 176 FEastbound Left 0.73 67 E 1.72 398 F 0.73 67 E 1.72 398 FEastbound Through 0.42 41 D 0.44 41 D 0.42 41 D 0.44 41 DEastbound Right 0.23 0 A 0.41 1 A 0.23 0 A 0.41 1 AWestbound Left 1.15 163 F 1.46 287 F 1.15 163 F 1.46 287 FWestbound Through 0.54 42 D 0.74 48 D 0.54 42 D 0.74 48 DWestbound Right 0.31 40 D 2.04 525 F 0.31 40 D 2.04 525 FNorthbound Left 0.76 55 E 1.13 130 F 0.76 55 E 1.13 131 FNorthbound Through 0.75 38 D 1.31 186 F 0.75 38 D 1.31 187 FNorthbound Right 0.08 26 C 0.14 27 C 0.10 27 C 0.18 28 CSouthbound Left 1.22 167 F 0.79 57 E 1.23 170 F 0.80 58 ESouthbound Through / Right 1.25 158 F 0.97 58 E 1.25 158 F 0.97 58 ENorth Service Road West & Abbey Centre Access 0.41 21 C 0.74 23 C 0.42 21 C 0.74 23 CEastbound Left 0.00 0 A 0.22 23 C 0.00 0 A 0.22 23 CEastbound Through / Right 0.68 26 C 0.46 23 C 0.69 26 C 0.49 23 CWestbound Left 0.27 15 B 0.35 14 B 0.29 15 B 0.36 14 BWestbound Through / Right 0.42 16 B 0.77 22 C 0.42 16 B 0.77 22 CNorthbound Left 0.14 17 B 0.70 32 C 0.14 17 B 0.70 32 CNorthbound Through / Right 0.05 16 B 0.09 19 B 0.05 16 B 0.09 19 BSouthbound Left 0.04 16 B 0.05 19 B 0.04 16 B 0.05 19 BSouthbound Through / Right 0.01 15 B 0.05 19 B 0.01 16 B 0.05 19 BNorth Service Road West & QEW WB Off RampEastbound Through 0 A 0 A 0 A 0 AWestbound Through 0 A 0 A 0 A 0 ANorthbound Left 34 D 19 C 37 E 20 CNorthbound Right 12 B 10 B 12 B 10 B
Kerr Street & Canadian Tire Access 0.42 20 B 0.45 19 B 0.43 20 B 0.45 19 BEastbound Through 0.69 23 C 0.58 23 C 0.71 23 C 0.60 23 CEastbound Right 0.07 16 B 0.03 18 B 0.07 16 B 0.03 18 BWestbound Left 0.22 14 B 0.24 14 B 0.23 14 B 0.25 14 BWestbound Through 0.22 13 B 0.58 17 B 0.22 13 B 0.58 17 BNorthbound Left 0.12 18 B 0.30 17 B 0.12 18 B 0.30 17 BNorthbound Right 0.03 17 B 0.06 15 B 0.03 17 B 0.06 15 BQEW WB Off Ramp & Dorval Drive 0.75 26 C 0.85 46 D 0.75 27 C 0.85 47 DWestbound Left 0.88 45 D 1.10 98 F 0.90 47 D 1.10 98 FWestbound Left / Through / Right 0.91 49 D 1.12 105 F 0.91 49 D 1.13 108 FWestbound Right 0.79 37 D 1.06 83 F 0.80 38 D 1.07 88 FNorthbound Through 0.43 17 B 0.58 19 B 0.44 17 B 0.59 19 BNorthbound Right 0.23 15 B 0.21 15 B 0.24 15 B 0.22 15 BSouthbound Through 0.63 20 B 0.63 20 B 0.63 20 B 0.63 20 BSouthbound Right 0.18 15 B 0.21 15 B 0.18 15 B 0.21 15 BQEW EB Off Ramp & Dorval Drive 0.76 22 C 0.91 22 C 0.76 22 C 0.92 23 CEastbound Left 0.80 35 D 0.71 33 C 0.80 35 C 0.72 33 CEastbound Left / Through / Right 0.86 42 D 0.74 34 C 0.86 42 D 0.74 35 CEastbound Right 0.82 38 D 0.71 33 C 0.83 38 D 0.71 33 CNorthbound Through 0.36 13 B 0.51 11 B 0.36 13 B 0.52 11 BNorthbound Right 0.69 21 C 0.99 44 D 0.70 22 C 1.01 49 DSouthbound Through 0.66 17 B 0.60 12 B 0.67 18 B 0.60 12 BSouthbound Right 0.53 17 B 0.59 14 B 0.53 17 B 0.59 14 BNorth Service Road West & Proposed Site AccessEastbound Through 0 A 0 AEastbound Through / Right 0 A 0 AWestbound Through 0 A 0 ANorthbound Right 9 A 9 A
2029 Total Traffic Conditions
AM Peak PM Peak
2029 Background Traffic Conditions
AM Peak PM Peak
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 10
10. SITE PLAN REVIEW
10.1 Circulation Review
A site circulation review was completed using AutoTurn vehicle turning template software to demonstrate
that loading trucks, waste collection vehicles, and buses are able to circulate the site and utilize their
respective areas. All vehicles must enter and exit through the right‐in / right‐out (RIRO) access on North
Service Road West. The findings of the site circulation review are summarized below by design vehicle:
Figure 7 shows Medium Single Unit (MSU) vehicles (acting as loading trucks) entering and exiting the
site and parking safely in the proposed hotel loading area.
Figure 8 shows a typical bus entering the site and parking safely in the proposed hotel bus parking
area.
Figure 9 illustrates a 12‐metre‐long waste collection vehicle entering and exiting the site and
navigating towards and from the deep well Molok garbage units.
10.2 Site Access Review
The maximum site access width requirement, according to the Town of Oakville Zoning By‐law 2014‐014,
is “9.0 metres for a lot having frontage equal or greater than 18.0 metres.” This has been widened slightly
to 9.60 m to allow a 13.75 m curb cut and curb radii of 7.65 m on both sides of the entranceway. This
allows vehicles to safely manoeuvre across the cycle lane without conflicting with traffic in the adjacent
lane while also allowing safe circulation throughout the site.
PARKING STUDY
11. PARKING REQUIREMENTS
A parking study was conducted to determine the parking demands of the proposed hotel development
and to compare the demand with the parking supply and Town Zoning By‐law requirements for parking.
The site parking requirements, based on the Town of Oakville Zoning By‐law 2014‐014 (see Appendix C)
are summarized in Table 2.
Table 2 – Site Parking Requirements, as per the Town of Oakville Zoning By‐law
Land Use Size Parking Requirement Parking
Supply
(spaces)
Parking
Deficiency
(spaces) Parking Rate Spaces
Hotel
114 rooms 1 space / room 114 spaces
609 m2 net floor
area (ground floor)
1 space / 30 m2 net floor
area outside a lodging unit 20.3 spaces
TOTAL 135 spaces 95 spaces ‐40 spaces
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 11
The Town’s Zoning By‐law parking requirement for the proposed hotel use is 135 passenger vehicle
spaces, whereas 95 spaces are provided on‐site, resulting in a shortfall of 40 parking spaces (i.e. 70%
compliance).
Although the City’s Zoning By‐law total parking supply requirements are not met, Trans‐Plan is of the
opinion that the proposed parking supply of 95 parking spaces is sufficient to support the proposed hotel
based on our review of parking demands at existing hotels. Furthermore, the hotel development is not
considered to be a major tourist destination (i.e. in contrast to a hotel in downtown Niagara Falls). The
hotel would cater to guests for both business and leisure travel.
12. PROXY SITE SURVEYS
12.1 Review of Other Similar Hotel Developments
Trans‐Plan conducted recent surveys in Oakville. The following two proxy sites were selected for analysis:
1. Fairfield Inn by Marriott Toronto / Oakville, 2937 Sherwood Heights Drive, Oakville, ON
2. Hilton Garden Inn Toronto / Oakville, 2774 South Sheridan Way, Oakville, ON
The proxy sites selected have a similar parking lot configuration (with surface parking), contain ground floor public use areas of a similar size to the subject site, and are in the Town of Oakville in the vicinity of the Queen Elizabeth Way. Site statistics for each hotel are summarized in Table 3.
Table 3 – Hotel Proxy Sites, Site Statistics and Amenities
Hotel Parking Supply (spaces)
No. of Storeys
No. of Rooms
Supply Rate (spaces per
room)
Public Use Area (m2 GFA)
Subject Site:
AVID Hotel 95 7 114 0.83 6091
Proxy Sites:
1. Fairfield Inn by Marriott Toronto / Oakville
64 4 65 0.98 8152
2. Hilton Garden Inn Toronto / Oakville
122 5 127 0.96 1902
Notes: 1. This value includes any public space in the hotel (e.g. corridor, lobby, conference room etc.), however the AVID Hotel site will not comprise any conference space. 2. These values show only the conference space available at the proxy sites sourced from the hotel websites. The actual public use area is expected to be higher in these cases.
Trans‐Plan conducted the parking utilization studies for both hotels on the following dates:
August 30th through September 1st (Fri ‐ Sun),
September 13th through 15th (Fri ‐ Sun),
September 27th through 29th (Fri ‐ Sun), 2019.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 12
These dates are within the two months of highest hotel occupancy according to data provided by the Ontario Ministry of Heritage, Sport, Tourism and Culture Industries and represent the typical high season occupancy. This data is provided in Appendix D.
Detailed parking survey results are provided in Appendix D and are summarized in Table 4. As is typical with a hotel use, peak parking demands occurred overnight (as mainly noted in the detailed survey results for the Oakville hotels). The hotel occupancy was also obtained for each hotel at the time of the recordings. Table 4 – Hotel Proxy Sites, Parking Survey Results
Hotel Rooms Parking Supply
Observed Peak Parking Rate (spaces per room at 100% occupancy)
Average Rate (spaces per room at 100% occupancy)
Aug 31
Sep 1
Sep 14
Sep 15
Sep 28
Sep 29
1. Fairfield Inn by Marriott Toronto / Oakville
65 64 0.89 0.82 0.82 ‐1 0.63 0.60 0.75
2. Hilton Garden Inn Toronto / Oakville
127 122 0.83 0.90 0.87 0.87 ‐2 0.73 0.84
Average 0.80
Notes: 1. Data for this date was not recorded. 2. Data for this date was not included due to most of the occupants arriving by bus.
In comparison to the Zoning By‐law parking requirement of 1 parking space per room and 1 parking space per 30 m2 of GFA, the results indicate an average peak parking demand (by taking the actual occupancy and factoring up to 100%) of 0.80 spaces per hotel room based on the proxy site hotels surveyed, which is less than the proposed rate for the proposed hotel.
Also, both proxy sites featured shared parking lots, whereby the overall parking supply is shared between all uses; serving overnight guests, staff and conference visitors. Thus, the observed parking rate above will include staff parking demand as well as guest parking demand. Further, the proxy sites’ public use areas contain actual rentable conference space (see Table 3) for guest and non‐guest use which would generate additional parking demand beyond that generated by guests and staff alone. In comparison, the AVID Hotel project will not include any conference space as part of the public use area and thus parking will only serve guests and staff. Therefore, the application of the observed parking rate to the AVID Hotel can also be considered a conservative approach, since the surveyed demand includes additional parking activity generated by conference facilities as well as a higher staff parking demand associated with such facilities.
12.2 Estimated Parking Demands for Subject Site
The hotel parking demands from the survey results were applied to the subject site, based on the number
of rooms, as shown in Table 5.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 13
Table 5 – Estimated Parking Demands for Proposed Hilton Garden Inn Hotel
Hotel Units Estimated Parking Demands for Subject Site
Observed Rate (Average Peak) Parking Demand
114 rooms 0.80 spaces per room 92 spaces
By applying the survey results to the subject site, the expected typical peak parking demand for the
proposed hotel would be approximately 92 spaces which is met by the proposed parking supply of 95
parking spaces.
Given that the study area (surrounding areas of Oakville) are largely built out, and given the close
proximity of the site to the existing hotels that were surveyed and to the proposed Marriott hotel
development at 1051 North Service Road West in Oakville, it is a reasonable expectation that peak parking
demands at the site would be at 0.80 spaces per room (i.e. parking demands at the existing hotels that
were surveyed may reduce slightly due to competition). On holidays occurring in the summer months, at
full occupancy, hotel staff could make alternative pick‐up / shuttle arrangements for guests, as needed.
13. ALTERNATIVE MODES OF TRAVEL
13.1 Transit Service
The site is served by Oakville Transit, operated by the Town of Oakville, which provides public transit
across the Town of Oakville, and providing connectivity to other city and intercity services (MiWay,
Burlington Transit, GO Transit). The transit routes within close vicinity of the site are listed as follows:
Route 18, Glen Abbey South is a bus route that generally runs in an east‐west orientation between Bronte
GO station and Oakville GO station. The route runs along Wyecroft Road, Third Line, Abbeywood Drive,
Pilgrims Way, Nottinghill Gate, North Service Road West, Kerr Street and Cross Avenue. The nearest stop
is located at North Service Road West, east of Dorval Drive, directly north of the subject site.
Route 28, Glen Abbey North is a bus route that generally runs in an east‐west orientation between Bronte
GO station and Oakville GO station with a loop through the Glen Abbey neighbourhood. The route runs
along Wyecroft Road, Third Line, Heritage Way, Glen Abbey Gate, Pilgrims Way, Monastery Drive, Dorval
Drive, Speers Road and Cross Avenue. The nearest stop is located at the northwest corner of North Service
Road West and Dorval Drive, approximately 350 m west of the subject site.
The existing study area transit routes is provided in Figure 10 with Table 6 providing route service times and peak service frequencies.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 14
Table 6 – Transit Service Frequencies in the Study Area
Route No. Nearest Transit Stop at Site
Approximate Service Times Approximate Peak Service Frequency
(min)
Mon‐Fri Sat Sun Mon‐Fri Sat Sun
Glen Abbey South
18 North Service Road West, east of Dorval
Drive
05:45 – 23:34
07:10 – 23:32
08:10 – 19:38
30 60 60
Glen Abbey North
28 North Service Road West & Dorval Drive
06:05 – 23:42
06:37 – 23:11
07:42 – 20:11
30 60 60
Increasing public transit use has many benefits such as protecting the environment, reducing traffic
congestion on Regional roads, providing convenience, saving energy, strengthening communities and
improving liveability.
13.2 Cycling
Encouraging more people to cycle, especially for utilitarian purposes, would result in taking more cars off
the road during peak hours, helping to reduce traffic congestion and parking demands, and is more
environmentally friendly.
The site parking requirements, based on the Town of Oakville Zoning By‐law 2014‐014 (see Appendix C)
are summarized in
Table 7 below.
Table 7 – Site Bicycle Parking Requirements, as per the Town of Oakville Zoning By‐law
Land Use Size Parking Requirement Parking Supply
(spaces)
Parking
Deficiency Parking Rate Spaces
Hotel
114 rooms 2 2 spaces
609 m2 0.25 space / 1000 m2
net floor area 0.15 spaces
TOTAL 2.15 spaces 10 spaces None
The subject site is proposing ten bicycle parking spaces, provided at a rate of one bicycle parking space
per 11 hotel rooms.
North Service Road West / Kerr Street currently has dedicated cycle lanes both ways to the east and west
of the subject site. In the future, the City’s Active Transportation Master Plan proposes primary on‐road
cycling route expansion along Kerr Street to the east, and through many of the residential streets nearby.
Although hotel guests are unlikely to cycle to and from the site, the ten bicycle parking spaces may be
utilized by hotel employees that live in the surrounding area. The City transit buses also provide bicycle
racks for longer trips to further encourage cycling.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 15
13.3 Rideshare Services
Ridesharing is another growing trend across the Province, allowing people without a vehicle to share a
vehicle to their specified location. Uber was one of the first to start the ridesharing movement. The Town
of Oakville requires their drivers to have photo identification, proof of insurance and undergo in‐person
police criminal background checks, and have annual vehicle safety to ensure proper regulation and safety
of the service.
Uber is a popular transportation service that is generally seen as a more affordable alternative to taxis.
Users request a ride using the smartphone application (app) and a nearby driver accepts the request.
Many people choose to use Uber because the app allows riders to get information on drivers ahead of
time and fares are charged to the Uber account. Uber and other ridesharing services offer riders the option
of sharing their trips with other app users travelling in a similar direction for a discounted rate and a more
sustainable city.
14. CONCLUSIONS & RECOMMENDATIONS
The conclusions and recommendations from our Traffic Impact Study, Site Plan Review and Parking Study
for the proposed AVID Hotel Development located at North Service Road West / Kerr Street and Queen
Elizabeth Way Off‐Ramp in the Town of Oakville, are summarized as follows:
Traffic Impact Study & Site Plan Review
The proposed AVID Hotel Development includes seven‐storeys, 114 hotel rooms. 95 car parking
spaces are provided on a surface lot (provided at a rate of 0.83 parking spaces per room), with one
right‐in / right‐out (RIRO) site access proposed on North Service Road West.
The single right‐in / right‐out access operates well Under Total 2024 and 2029 conditions, with an LOS
of A and minimal delays of 9 seconds.
The overall methods and results of the analysis of the LMM Traffic Impact Study report and
Memorandum conducted for the proposed Oakville AVID Hotel development were reviewed by Trans‐
Plan and found to be reasonable.
The original recommendations for improvements outlined in the LMM TIS report remain.
A “U‐turns Permitted” sign at the intersection of the Dorval Crossing commercial plaza may aid drivers
approaching from the eastern QEW off‐ramp or from along Kerr Street, and prevent mid‐block U‐turns
or recirculation through the adjacent commercial plazas.
The site circulation review indicates that the site access and parking layout is acceptable for
movements of loading vehicles, buses and garbage trucks.
Parking Study
Based on the Town of Oakville Zoning By‐law 2014‐014, the parking requirements for the subject site
is a total of 135 parking spaces, resulting in a shortfall of 40 parking spaces.
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 16
The By‐law also requires 2.15 (rounded down to 2) bicycle parking spaces. The site plan shows ten
bicycle parking spaces, which meets the requirement and encourages alternative modes of travel,
with existing and future cycling routes along the nearby roadways.
Trans‐Plan reviewed two other similar hotel developments in the Town of Oakville. The results
indicated an average peak parking demand of 0.80 spaces per room (for both guests and staff
combined), which results in a peak parking demand of 92 parking spaces for the proposed 114 room
hotel.
To further support the proposed parking supply of 95 parking spaces, the subject site is situated
nearby two transit routes, with the nearest transit stops located at the north end of the subject site.
A bus parking space is also provided that could be used for shuttle parking, should shuttle services be
added in the future. In the future more and more hotel guests are anticipated to utilize alternative
modes of travel to arrive at the hotel which will have the effect of the lowering the amount of parking
utilized and the effective rate.
In conclusion, the proposed AVID Hotel Development can be supported through the proposed parking
supply of 95 parking spaces, based on our review of peak parking demands at similar hotels and existing
service of alternative modes of travel within the study area.
Respectfully submitted,
Anil Seegobin, P.Eng. Joseph Doran
Partner, Engineer Transportation E.I.T.
Trans‐Plan Transportation Inc.
Transportat ion Consultants
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 17
Figure 1 – Site Location
Source: Google Maps
SUBJECT
SITE
ILLU
MIN
ATED
SIG
N (O
WN
ER T
OC
ON
FIR
M D
ESIG
N A
ND
SIZ
E)U
ND
ER S
EPAR
ATE
PER
MIT
S
SIAM
ESE
CO
NN
ECTI
ON
OBC
3.2
.5.1
6
PRO
POSE
D L
OC
ATIO
NO
F P
AD M
OU
NTE
DTR
ANSF
OR
MER
S(T
O B
E C
ON
FIR
M W
ITH
LOC
AL U
TILI
TIES
)-M
UST
BE
WEL
LSC
REE
NED
BY L
AND
SCAP
ING
,LE
AVIN
G O
PEN
ING
FO
RSE
RVI
CE
HAT
CH
DEN
OTE
SR
EIN
F. D
ECO
RAT
IVE
NO
N- S
LIP
CO
NC
PAV
ING
. R
EFER
TO
LAN
DSC
APE
DR
AWIN
GS
FOR
DES
IGN
PA
RK
ING
AR
EA
249
ST
ALL
S
1.5m
CSW
PROPOSED -2.0m
LANDSCAPE BUFFER +/-
5.27M
SHARED BUFFER BETWEEN PARKING LA
NDSCAPE
SETBACK
6.0 m FIRE ROUTE
FIRE ROUTE TO BE POSTED
UNDER DESIGNATED
MUNICIPAL BY-LAW
DEE
P W
ELL
GAR
BAG
E U
NIT
S( M
OLO
K)ht
tp://
ww
w.m
olok
.com
/3
X (M
5000
) -
1 FO
R G
ARBA
GE
/C
ARD
BOAR
D, M
IXED
REC
YCLI
NG
- UN
ITS
TO B
E PL
ACE
NO
CLO
SER
THAN
150
MM
TO
EAC
H O
THER
PIC
K U
P TI
ME
2-3
MIN
UTE
S
PR
OP
OS
ED
HO
TE
L 'A
VID
" B
Y I
HG
7 S
TO
RE
Y -
114
RM
SS
PR
INK
LER
ED
19 R
MS
/ FL
FFE
120
.10
36
16
2.15m
B
A
MTO
LAN
DSC
APE
BUFF
ERN
O P
ARKI
NG
/ST
RU
CTU
RES
ALLO
WED
TH
ATAR
E A
REQ
UIR
EMEN
TFO
R T
HE
DEV
ELO
PMEN
T
BUS
&D
ELIV
ERY
LOAD
ING
AREA 3.5 m x 12 m
x 4.2M (H)LOADING SPACE
A
3
3.15m5.70m 6.00m
2.15m
3.50mFYSB
+/-4.7
4m
6.00m
5.70m
2.15m
EXIS
TIN
G F
IRE
HYD
RAN
T
3.0m
LAN
DSC
APE
BUFF
ER
M/E
RO
OM
DAT
AR
M
MA
INE
NT
.
SE
CO
ND
AR
YE
NT
RA
NC
E
6.00m 5.70m
3.40m
REM
OVE
CH
AIN
LIN
K FE
NC
E FR
OM
BOAR
DED
FEN
CE
TO M
TO F
ENC
E
B
C.D
.
6
13
7
17.5
m M
AX F
RO
NT
YAR
D S
ETBA
CK
14.1
5m E
SYSB
10.63m
6.75m
21.43
m ISYSB
5.70m
14.0
0m M
TO S
ETBA
CK
3.05m
14.0m MTO SETBACK
PRO
POSE
D F
IRE
RO
UTE
SIG
N (F
.R.S
.) - N
O P
ARKI
NG
TYPI
CAL
. LO
CAT
E AS
REQ
'D B
Y C
ITY.
MU
STAD
HER
E TO
OBC
3.2
.5.6
AND
3.2
.5.1
6
9.60
m
2.70
m
LOW
WAL
LSE
ATIN
GSE
E LA
ND
SCAP
E
PAIN
TED
B.F
SYM
BOLS
AS
PER
CIT
Y BY
LAW
SEE
DET
IAL
2/A1
00
B.F.
DEP
RES
SED
CU
RB/
RAM
P (T
YP.)
- AS
PER
3.8.
3.2(
3) IN
TH
E O
BC.
SEE
DET
AIL
5/A1
00
BF
PA
RK
ING
AR
EA
LOT
146
ST
ALL
S
B.F.
SIG
NSE
E G
ENER
AL N
OTE
12
OR
SEE
DET
AIL
14/A
100
CLO
SE E
XIST
ING
CU
RB
DEP
RES
SIO
N
SNO
W S
TOR
AGE
'B'
110.
2 SM
SNO
WST
OR
AGE
'D'
30.8
SM
F.R
.S
F.R
.S
F.R
.S +
DO
NO
TEN
TER
SIG
N
C.D
.
C.D
.
BF
LOAD
ING
ZO
NE
'NO
PAR
KIN
G S
IGN
'
CSW
FLU
SH T
HO
UG
HD
RIV
EWAY
2.70m
F.R
.SEN
D
1.50m
6
10.75mTO FIRE ROUTE
R10
.50m
R12
.00m
R12.00m
2.15m
5.70m
6.00m
19.70m
5.70m
46.4
9m
1.12
mC
LEAR
2.03
m6.
00m
5.02
m
2.00m BS CURB
LIN
E O
F PO
RTE
CO
CH
ERE
LIN
E O
F PO
RTE
CAN
OPY
C.D
.
11.7
0mC
.D.
13.7
5m C
UR
B C
UT
8
39.4
8m T
O T
HE
EXIS
TIN
G F
IRE
HYD
RAN
T
BIKE
RAC
KSR
EFER
TO
LAN
DSC
APE
(8 B
IKES
)
LOW
WAL
LSE
ATIN
G S
EE L
AND
SCAP
E
PAIN
TED
ISLA
ND
FOR
TR
UC
K /B
US
TUR
N A
RO
UN
D
REM
OVE
EX.
CU
RBS
EX, C
SW
EX. B
IKE
LAN
E
EX
0.65m
0.95m
ELEV
ATED
PATI
O 77
0 SF
(71.
4 SM
)
LOW
WAL
L SE
ELA
ND
SCAP
E
1 R
ISER
SEE
LAN
DSC
APE
300
mm
GR
ADE
CH
ANG
E
N 6
5°52
'33"
E
C=1
08.3
8
N 8
9°45
'00"
W31
.33
22.1
1m C
ANO
PY
3.50m
STO
P
+ ST
OP
BAR
83.9
3m D
RIV
EWAY
CEN
TRE
TO E
XIT
RAM
P C
ENTR
E61
.57m
9.20
m
1.83m
130.06m LOT DEPTH
3.0m
MIN
. FR
ON
TYA
RD
SET
BAC
K
17.50m
14.0
0m
MTO
SET
BAC
K
31.3
3
EXIS
TIN
G T
REE
CAN
OPY
REF
ER T
O A
RBO
RIS
T R
EPO
RT
STOP
26.4
5m
EXIS
TIN
G P
LAZA
UTI
LITI
ES
26.0
0m
6.20
m
6.23m
15.0
6m
15.02m
13.11m13.11m
SNO
W S
TOR
AGE
'A'
24.5
SM
14.00
m MTO
DAYLIGHT
72.7
0m C
UR
B TO
CU
RB
EXIS
TIN
G C
HAI
NLI
NK
FEN
CE
ENSU
RE
NO
GAP
S IN
FEN
CE
REP
AIR
AS
REQ
UIR
ED
41.8
mU
NO
BSTR
UC
TED
PAT
HTO
TH
E EX
FIR
EH
YDR
ANT
(MAX
.D
ISTA
NC
E 45
m)
STO
P EX
. FEN
CE
1.50m
3.05m
EXIT
S
FAC
ING
ON
E O
F TH
ETW
O IN
TER
SEC
TIO
NS
1.90m
3.0 m x 9 mx 4.2M (H) TYPE 2
LOADING SPACE (DELIVERY)
R9m
R3m
SNO
WST
OR
AGE
'C'
18.3
SM
6.50
m
5.84m
PRO
VISI
ON
S M
ADE
FOR
FUTU
RE
CR
OSS
OVE
R IF
TER
MS
CAN
BE
REA
CH
ED W
ITH
NEI
GH
BOR
ING
TEN
ANTS
AND
LAN
DLO
RD
S
1.00m
PATI
O56
0 SF
(51.
8 SM
)
DEC
OR
ATIV
E FE
NC
ESE
E LA
ND
SCAP
E
4.70m
0.28m 1.8
5m
17.5m MAX FLAKAGEYARD SETBACK
3.0m MIN. FLAKAGEYARD SETBACK
3.00
m
17.5
0m
R9.
00m
PAIN
TED
WAR
NIN
GST
RIP
FO
R B
IKE
TOID
ENTI
FY D
RIV
EWAY
CR
OSS
ING
R7.65m
R7.6
5m
R3.
0m
R15.0m
R12.0m
END
CU
RB
END
CU
RB
DR
AW
ING
LE
GE
ND
BIKE
PAIN
TED
ISLA
ND
-NO
PAR
KIN
G DES
IGN
ATED
BAR
RIE
R F
REE
PAR
KIN
GSP
ACE.
REF
ER T
O T
OW
N A
CES
SIBL
EST
AND
ARD
FO
R P
AIN
TED
SYM
BOL
4.3.
12
SOFT
LAN
DSC
APE
AREA
SR
EFER
TO
DR
AWIN
G B
Y ST
RYB
OS
BAR
RO
N K
ING
LTD
. CO
NTA
CT:
MAT
TST
RYB
OS
SLO
PE 3
:1 R
EFER
TO
CIV
IL
BIKE
RAC
K - R
EFER
TO
LAN
DSC
APE
DW
GS
OVE
R- H
EAD
DO
OR
S
FIR
E H
YDR
ANT
PRO
POSE
D L
OC
ATIO
N O
F P
ADM
OU
NTE
D T
RAN
SFO
RM
ER (T
O B
EC
ON
FIR
M W
ITH
LO
CAL
UTI
LITI
ES)
T
NU
MBE
R O
FPA
RKI
NG
STAL
LS IN
AR
OW
#FR
EE S
TAN
DIN
G S
IGN
S
PATH
OF
HEA
VY D
UTY
ASP
HAL
T FO
RFI
RE
RO
UTE
AREA
OF
PRO
POSE
D N
EW B
LDG
(S.C
.) SI
AMES
E C
ON
NEC
TIO
N
LOC
ATIO
N O
F L
IGH
TST
AND
ARD
S LS
B/F
DEP
RES
SED
CU
RB/
RAM
P TY
PIC
AL) -
AS
PER
3.8
.3.2
(3) I
N T
HE
OBC
& 4.
3.12
IN T
OW
N A
CC
ESSI
BILI
TYST
AND
ARD
S. T
HE
RAM
P SU
RFA
CE
TOBE
SLI
P-R
ESIS
TAN
T AN
D IN
CO
RPO
RAT
E A
TRU
NC
ATED
DO
ME
DET
ECTA
BLE
WAR
NIN
G S
UR
FAC
E.(4
.4.1
5) T
HE
SUR
FAC
E IS
TO
BE
WIT
HIN
A 6
00m
m H
IGH
TOTA
L W
IDTH
BO
X ST
ART
150
- 200
mm
FR
OM
TH
EBA
SE. A
LSO
EAC
H C
ENTR
E R
AMP
TO B
E EN
TIR
ELY
CO
LOU
RED
: DAR
K G
REY
LAN
DSC
APE
ARC
HIT
ECT
TO A
PPR
OVE
TH
E C
OLO
UR
SER
VIC
E EX
ITS/
EN
TRAN
CE
POIN
TS
PRO
POSE
D D
ECO
RAT
IVE
FEN
CIN
G /
GU
ARD
DEC
OR
ATIV
E PA
VER
S / S
TAM
PED
CO
NC
RET
E. R
EFER
TO
LAN
DSC
APE
DR
AWIN
G F
OR
DES
IGN
LOC
ATIO
N O
F BL
DG
PR
INC
IPAL
ENTR
ANC
ES F
OR
PU
BLIC
, FIR
EFI
GH
TER
S AN
D B
F U
SEEX
ISTI
NG
BU
ILD
ING
LEG
AL
LAN
D D
ES
CR
IPT
ION
:
PAR
T 10
REG
ISTE
RED
PLA
N 2
0R-1
5377
TOW
N O
F O
AKVI
LLE
REG
ION
AL M
UN
ICIP
ALIT
Y O
F H
ALTO
N
SNO
W S
TOR
AGE
1.5m M
in
DEL
INEA
TED
PAT
H O
F TR
AVEL
- REF
ERTO
OBC
REF
EREN
CE
3.8.
3.2.
CO
NC
RET
E SU
RFA
CE
TO C
HAN
GE
FRO
M B
RO
OM
FIN
ISH
TO
SW
IRL
FIN
ISH
NOTE
:- E
XPAN
SIO
N JO
INTS
IN S
IDEW
ALK
ARE
TO B
E PR
OVI
DED
AT A
MAX
IMUM
OF
6M A
PART
OR
AS R
EQUI
RED.
- TRA
NSVE
RSE
CONT
RACT
ION
JOIN
TS T
O B
E PR
OVI
DED
AT A
MAX
IMUM
OF
1.5M
APA
RT O
R AS
REQ
UIRE
D.- A
LL C
ONC
RETE
WAL
KS A
RE T
O B
E SE
ALED
WIT
H 'S
EALT
IGHT
1220
WHI
TE P
IGM
ENTE
D CU
RING
CO
MPO
UND'
BY
W.R
.M
EADO
WS
OR
APPR
OVE
D EQ
UAL
APPL
ICAT
ION
AS P
ERM
ANUF
ACTU
RE S
PECI
FICA
TIO
NS.
- PRO
VIDE
NO
N-SL
IP S
URFA
CE F
INIS
HES
AT A
LL B
ARRI
ER-F
REE
PATH
S O
F TR
AVEL
ON
SITE
(TYP
.)- P
ROVI
DE S
AW C
UTS
@ 8
" o.c
. ON
SLO
PED
AND
FLAR
ED S
IDES
OF
RAM
P
250
400150
FINI
SH G
RADE
COM
PACT
ED G
RANU
LAR
'A' B
ASE
(MIN
. OF
200m
m C
OM
PACT
ED D
EPTH
) U.N
.O.
CONTROLJOINT
SEE
CIVI
LSP
ECIF
ICAT
ION
CURB
& S
IDEW
ALK
BEYO
ND
1500
(MIN
.)SE
E SI
TE P
LAN
COM
PACT
ED G
RANU
LAR
'B' B
ASE
(MIN
. OF
300m
m C
OM
PACT
ED D
EPTH
) U.N
.O.
2A1
00B.
F. C
UR
B D
EPR
ESSI
ON
DET
AIL
D
ETAI
L FR
OM
GAA
TES
2.1.
5.1
SCAL
E 1
:10
- BET
TER
BAR
RIE
R-F
REE
CU
RB
RAM
PS
MAX
. SLO
PE 1
:10
MAX
.SL
OPE
= 1:
10
1500
MIN
. @ P
ASSE
NGER
LO
ADIN
G Z
ONE
FLAR
EDSI
DES
MAX
1:1
0
SLIP
RES
ISTA
NT, C
ONT
RAST
ING
DAR
K G
RAY
DETE
CTAB
LE W
ARNI
NG T
EXTU
RED
SURF
ACE
PLAN
DET
AIL OBC
REF
EREN
CES
3.8.
3.2.
(3) &
3.8
.3.2
.(3)(d
)G
ATTE
S (G
OLB
AL A
LLIA
NCE
ON
ACCE
SSIB
LETE
CHO
LIG
IES
& EN
VIRO
NMEN
T100-2001200 MIN.
1500RECOMMENDED
CONT
INUO
US T
ACTI
LE W
ALKI
NG S
URFA
CEAL
IGN
WIT
H DI
RECT
ION
OF
TRAV
EL. R
EFER
TO
SIT
E PL
AN
610
TACT
ILE
WAL
KING
SUR
FACE
INDI
CATO
RS T
O H
AVE
RAIS
EDPR
OFI
LE A
ND H
IGHT
TO
NAL
CONT
RAST
TO
THE
ADJ
ACEN
TG
ROUN
D SU
RFAC
E EI
. YEL
LOW
- PR
OVI
DE M
IN 7
0% L
RV
RECE
SS M
OUN
TED
- Arm
or T
ile o
r App
rove
d Eq
ual
by K
ines
ik En
gine
ered
Pro
duct
s 1.
855
364
.776
3
ALL
DIM
ENSI
ON
ARE
IN M
ILLI
MET
ERS
CU
RB
SID
EWA
LK
RO
AD
WA
Y
CRO
SS S
LOPE
NO
GRE
ATER
THE
150
FOR
CURB
HEI
GHT
S75
-200
mm
SLO
PE N
OG
REAT
ER T
HEN
1:10
180 50
1-SI
GN
FAC
E
EXPA
NSI
ON
120
30
2-M
OU
NTI
NG
DET
AIL
3040
FOO
TIN
G
POST
JOIN
TAR
OU
ND
FOO
TIN
G
SIG
N F
ACE
BA
RR
IER
FR
EE P
AR
KIN
G S
IGN
AG
E R
EQU
IRM
ENTS
ALL
HAN
DIC
APPE
D P
ARKI
NG
STA
LLS
SHAL
L BE
DES
IGN
ATED
BY
SIG
NAG
EAS
PER
BY-
LAW
ON
E SI
GN
PER
BAY
IS R
EQU
IRED
UN
LESS
A R
OW
OF
SEV
ERAL
BAY
S IS
PRO
VID
ED IN
WH
ICH
CAS
E, A
SIG
N A
T EA
CH
EN
D O
F TH
E R
OW
WIT
HAP
PRO
PRIA
TE D
IREC
TIO
NAL
AR
RO
WS
AS P
ER D
RAW
ING
3 -
SIG
NLO
CAT
ION
FO
RM
ULT
IPLE
PAR
KIN
G S
TALL
S IS
AC
CEP
TABL
E. T
HE
REQ
UIR
ED S
IGN
(S)
MU
ST B
E M
OU
NTE
D A
T LE
AST
0.6m
AN
D N
OT
MO
RE
THAN
2.0
m F
RO
M T
HE
FAC
E O
F TH
E C
UR
B AT
A H
EIG
HT
OF
1.2m
ABO
VE T
HE
TOP
OF
CU
RB
ELEV
ATE-
TIO
N. S
IGN
S M
UST
NO
T O
BSTR
UC
T TH
E SI
DEW
ALK.
WH
ERE
AN U
NO
BSTR
UC
TED
BU
ILD
ING
FAE
IS L
OC
ATIO
N N
O M
OR
E TH
AN2.
0m F
RO
M T
HE
FAC
E O
F TH
E C
UR
B AT
TH
E H
AND
ICAP
PED
BAY
, TH
ER
EQU
IRED
SIG
N(S
) MAY
BE
MO
UN
TED
ON
TH
E BU
ILD
ING
FAC
E.
POST 75
mm
DIA
MET
ER G
ALVA
NIZ
ED S
TAN
DAR
D S
TEEL
PIP
E, P
OST
TO B
E C
AST
IN P
LAC
E IN
300
mm
DIA
MET
ER C
ON
CR
ETE
FOO
TIN
G. O
RR
EBO
UN
DIN
G S
IGN
PO
ST M
OU
NTE
D O
N C
UR
B.M
ANU
FAC
TUR
E: IM
PAC
T R
ECO
VER
Y(h
ttp://
ww
w.im
pact
reco
very
.com
/) ST
YLE:
Sta
-Rite
Sig
n Po
sts.
SIG
N M
OU
NTI
NG
HEI
GH
T &
SIG
N A
S PE
R T
OW
NAC
CES
SIBI
LITY
STA
ND
ARD
S
SIG
N F
AC
E
0.06
4 G
AUG
E AL
UM
INU
M S
IGN
BLAN
K W
HIT
E BA
CKG
RO
UN
DH
OLE
S-M
ETR
O P
UN
CH
MO
UN
TIN
G
THE
SIG
N F
ACE
MU
ST B
E SE
CU
RED
TO
A PO
ST W
ITH
TW
O G
ALVA
NIZ
ED 1
2mm
HEX
HEA
D B
OLT
S AN
D N
UTS
WIT
H F
LAT
WAS
HER
S O
N B
OTH
SID
ES.
TO A
MAS
ON
RY
BUIL
DIN
G F
ACE
WIT
HTW
O G
ALVA
NIZ
ED 5
0mm
LO
NG
6m
mD
IAM
ETER
HEX
-HEA
D L
AG B
OLT
S W
ITH
FLAT
WAS
HER
S IN
LEA
D S
HIE
LDM
ASO
NR
Y AN
CH
OR
S.TO
A M
ETAL
BU
ILD
ING
FAC
E W
HER
ETH
E M
INIM
UM
MET
AL T
HIC
KNES
S IS
2mm
WIT
H T
WO
#10
PLA
TED
,SE
LF-T
APPI
NG
SH
EET-
MET
AL S
CR
EWS
WIT
H F
LAT
WAS
HER
S.FIN
E FA
CE
GE
NE
RA
L N
OT
ES
:
1.AL
L EX
ISTI
NG
PAV
EMEN
T, C
UR
BS, S
IDEW
ALKS
, DR
IVEW
AYS
AND
BO
ULE
VAR
DAR
EAS
DIS
TUR
BED
BY
THE
CO
NST
RU
CTI
ON
MU
ST B
E R
EIN
STAT
ED T
O T
HE
SATI
SFAC
TIO
N O
F TH
E TO
WN
.2.
A M
INIM
UM
SET
BAC
K O
F 1.
0m F
RO
M S
TREE
T FU
RN
ITU
RE
TO P
RO
POSE
DD
RIV
EWAY
S AN
D S
IDEW
ALKS
SH
ALL
BE M
AIN
TAIN
ED.
ALL
EXIS
TIN
G S
TREE
TFU
RN
ITU
RE
TO B
E R
ELO
CAT
ED B
Y TH
E C
ON
TRAC
TOR
/OW
NER
TO
A S
ETBA
CK
OF
1.0m
. TH
E C
OST
OF
THE
REL
OC
ATIO
N O
F AN
Y U
TILI
TY IS
TH
ER
ESPO
NSI
BILI
TY O
F TH
E D
EVEL
OPE
R/O
NW
ER.
3.TH
E C
ON
TRAC
TOR
/OW
NER
IS R
ESPO
NSI
BLE
FOR
ALL
UTI
LITY
LO
CAT
ES A
ND
AND
DAM
AGE
OR
DIS
TUR
BAN
CE
DU
RIN
G C
ON
STR
UC
TIO
N.
4.AL
L BA
RR
IER
FR
EE E
NTR
ANC
ES A
ND
BAR
RIE
R F
REE
PAT
HS
OF
TRAV
EL M
UST
CO
MPL
Y W
ITH
O.B
.C. 3
.8.
5.TH
E O
WN
ER/C
ON
TRAC
TOR
SH
ALL
SUPP
LY A
LL F
IRE
RO
UTE
AN
D H
AND
ICAP
SIG
NS
AS S
ET O
UT
IN T
HE
TOW
N B
Y-LA
WS
AND
DES
IGN
CR
ITER
IA.
6.AL
L EX
TER
IOR
ILLU
MIN
ATIO
N T
O B
E D
IREC
TED
DO
WN
WAR
D A
S W
ELL
ASIN
WAR
D A
ND
DES
IGN
ED T
O M
AIN
TAIN
ZER
O C
UTO
FF L
IGH
T D
ISTR
IBU
TIO
N A
STH
E PR
OPE
RTY
LIN
E.7.
ALL
DO
WN
SPO
UTS
TO
BE
CO
NN
ECTE
D T
O T
HE
STO
RM
DR
AIN
AGE
SYST
EM.
8.AL
L C
ON
DEN
SIN
G U
NIT
S TO
BE
SCR
EEN
ED O
N T
HE
GR
OU
ND
FLO
OR
9.SE
PAR
ATE
PER
MIT
S AR
E R
EQU
IRED
FO
R A
NY
SIG
NAG
E O
N T
HE
PRO
PER
TY.
10.
WH
ERE
PO
SSIB
LE T
REE
S AR
E TO
BE
PRO
TEC
TED
FR
OM
CO
NST
RU
CTI
ON
.11
.EX
CES
S SN
OW
WIL
L BE
REM
OVE
D B
Y PR
IVAT
E H
AULE
R S
UBJ
ECT
TO D
EMAN
DFO
R P
ARKI
NG
.12
.R
EBO
UN
DIN
G S
IGN
PO
ST M
OU
NTE
D O
N C
UR
B. M
ANU
FAC
TUR
E: IM
PAC
TR
ECO
VER
Y (h
ttp://
ww
w.im
pact
reco
very
.com
/) ST
YLE:
Sta
-Rite
Sig
n Po
sts.
SIG
NM
OU
NTI
NG
HEI
GH
T &
SIG
N A
S PE
R T
OW
N A
CC
ESSI
BILI
TY S
TAN
DAR
DS
FFE
- FIN
ISH
ED F
LOO
R E
LEVA
TIO
N
T.B.
D.
- TO
BE
DET
ERM
INED
T.B.
R.
- TO
BE
REM
OVE
DSM
- SQ
UAR
E M
ETER
SSF
- SQ
UAR
E FE
ETPR
OV.
-PR
OVI
DED
REQ
'D- R
EQU
IRED
BS
- BU
S SH
ELTE
REX
.- E
XIST
ING
F.R
.S
- FIR
E R
OU
TE S
IGN
B- B
OLL
ARD
SW
- SID
EWAL
KK
EY P
LAN
- N
TS
DRAW
ING
TITLE
DO
NO
T SC
ALE
DRA
WIN
GS.
USE
ON
LY D
RAW
ING
SM
ARK
ED "I
SSUE
D F
OR
CO
NST
RUC
TION
". V
ERIF
Y C
ON
FIG
URA
TION
S &
DIM
ENSI
ON
S O
NSI
TE B
EFO
RE B
EGIN
NIN
G W
ORK
. N
OTIF
Y A
RCHI
TEC
T IM
MED
IATE
LY O
F A
NY
ERRO
RS,
OM
ISSI
ON
S O
R D
ISC
REPA
NC
IES.
GEN
ERAL
NO
TES:
PATH:
PROJ
ECT N
o.
ISSUE
D FO
R
SCAL
E
BY
SHEE
T NO.
PROF
ESSIO
NAL C
ERTIF
ICAT
ION
PROJ
ECT N
ORTH
PROJ
ECT
DAT
EYY
-MM
-DD
DES
CR
IPTI
ON
BYIS
SUE
PLOT DATE:
CHEC
KED
SHEE
T REV
DB
PRE-
CO
N17
-08-
231
1464
Cor
nwal
l Rd
,O
akvi
lle, O
ntar
io,
L6J
7W5
DEVE
LOPM
ENT C
ONSU
LTANT
:
PROP
ERTY
OW
NERS
:
NORT
H SE
RVIC
E RD
/ KER
R ST.
ARCH
ITECT
S:61
0 FO
RD D
RIV
E,SU
ITE 3
38O
AKV
ILLE
, ON
TARI
O L
6J 7
W4
NORTH
Empr
esss
Cap
ital
Gro
up L
td.
111
Orto
na C
rt,C
onco
rd, O
ntar
ioL4
K 3M
3DB
OPA
/ Z
BL 1
ST S
UBM
ISSI
ON
17-0
3-16
2
QEW EXIT RAMP TO KERRY ST
PROP
ERTY
OW
NERS
:
THE
ATL
AS
CO
RPO
RATIO
N 1
11O
rtona
Crt,
Con
cord
, Ont
ario
L4K
3M3
HWY:
QEW
DB
RESP
ON
SE T
O C
OM
MEN
TS 1
8-06
-22
OPA
/ Z
BL 2
ND
SUB
MIS
SIO
N18
-07-
313
S:\2017\26. S17-026 Oakville - Hotel Development (North Service Rd)\3.0 - Drawings\3.2 - SPA\20-03-26 R8 - Ent Curb Radi - ZBL\ASP-100r8.1 (Oakville - AVID- Site Plan - Remove Molok 20-03-25.dwg3/26/2020
DB
RESP
ON
SE T
O M
TO 1
4m S
ETBA
CK
OPA
/ Z
BL 3
RD S
UBM
ISSI
ON
18-0
9-04
4
DBRE
MO
VED
STR
UCTU
RES
IN M
TO S
ETBA
CK
OPA
/ Z
BL 4
TH S
UBM
ISSI
ON
18-0
9-28
5
DBPR
E-C
ON
SULT
ATIO
N (S
PA)
19-1
1-12
6.3
DBO
PA Z
BL -R
ESUB
MIS
SIO
NSP
A 1
ST S
UBM
ISSI
ON
20-0
1-28
7.2
8.1
A100
1:30
0
LSD
B
Site
Plan
TY
PE
A
TY
PE
B
3A1
00BA
RR
IER
FR
EE P
ARKI
NG
SIG
N D
ET.
DW
G IN
CEN
TIM
ETER
SN
/A
1A1
00SI
TE P
LAN
1:30
0
4A1
00M
OLO
KIS
SUED
FO
R IN
FOR
MAT
ION
PU
RPO
SES
SEE
WEB
SITE
FO
R F
INIS
H IN
FO
SIZ
ES
AV
AIL
AB
LE
Traffic Im
pact Study, Site Review & Parking Study Update
Proposed Hotel A
VID, N
orth Service Road
West
& Quee
n Elizab
eth W
ay Off Ram
p, Town of Oakville, O
ntario
Figu
re 3: Study Area Road
way Characteristics
LEGEN
D
Traffic Sign
al
Stop Sign
Posted
Spee
d Lim
it
Lane Configu
ration
SITE
North Service Road
West
Proposed Site Access
40
Schematic;N
ot To
Scale
40
40
60
6050
QEW
West Off Ram
p
Queen Elizab
eth W
ay
Dorval Drive
QEW West Off Ramp
QEW
East On Ram
p
QEW
East Off Ram
p
Kerr Street
Commercial Plaza Access
Canadian Tire Access
Traffic Im
pact Study
Proposed Hotel A
VID, N
orth Service Road
West
& Quee
n Elizab
eth W
ay Off Ram
p, Town of Oakville, O
ntario
Figu
re 4: 2029 Background Traffic Volumes, W
eekd
ay AM and PM Peak Hours
195
829
353
208
842
24
12
19
2610
111
###
567
279
584
5
1
17
470
1086
551
1219
379
1041
326
864
208
302
5512
331
68
366
122
112
02
73
4
331
286
255
812
102
492
727
58
1
42
607
786
607
786
172
264
640
910
53
39
551
344
586
###
109
2211
347
5
96
178
218
1119
177
78
299
###
454
909
259
###
752
945
5
885
297
###
267
861
###
776
###
LEGEN
D
305
391
6Traffic Sign
al
791
###
Stop Sign
388
694
###
###
Direction of Traffic
xx xx
AM / PM Pea
k Hour
SITE
North
Service
Road
West
Proposed Site Access
Schem
atic;N
ot To
Scale
QEW
West Off Ram
p
Quee
n Elizab
eth W
ay
Dorval Drive
QEW West Off Ramp
QEW
East On Ram
p
QEW
East
Ram
p
Kerr Street
Commercial Plaza Access
Canadian Tire Access
Traffic Im
pact Study, Site Review & Parking Study Update
Proposed Hotel A
VID, N
orth Service Road
West
& Quee
n Elizab
eth W
ay Off Ram
p, Town of Oakville, O
ntario
Figu
re 5: Site Traffic Assignment, W
eekd
ay AM and PM Peak Hours
0
0
4
00
0
0
0
00
0
0
3
00
0
0
0
00
00
00
00
00
00
00
00
00
43
1
1
25
3531
0
0
0
00
23
3323
0
0
3323
0
0
00
2
2
28
00
0
0
0
3531
33
0
0
00
0
0
0
0
1112
0
0
00
16
8
19
12
0
0
0
0
LEGEN
D
1211
Traffic Sign
al
13
8
Stop Sign
00
19
12
Direction of Traffic
xx xx
AM / PM Peak Hour
SITE
North
Service
Road
West
Proposed Site Access
Schematic;N
ot To
Scale
QEW
West Off Ram
p
Queen Elizab
eth W
ay
Dorval Drive
QEW West Off Ramp
QEW
East On Ram
p
QEW
East
Ram
p
Kerr Street
Commercial Plaza Access
Canadian Tire Access
Traffic Im
pact Study, Site Review & Parking Study Update
Proposed Hotel A
VID, N
orth Service Road
West
& Quee
n Elizab
eth W
ay Off Ram
p, Town of Oakville, O
ntario
Figu
re 6: 2029 Total Traffic Volumes, W
eekd
ay AM and PM Peak Hours
195
829
357
208
842
24
12
19
2610
111
1277
570
279
584
5
1
17
470
1086
551
1219
379
1041
326
864
208
302
5512
331
68
366
122
120
335
289
256
813
127
527
758
58
1
42
607
786
23
640
809
172
264
673
933
53
39
551
344
588
1407
137
2211
347
5
96
3531
33
178
218
1119
177
78
299
1437
465
921
259
1479
752
945
901
305
1428
279
861
1521
776
1455
LEGEN
D
317
402
Traffic Sign
al
804
1013
Stop Sign
388
694
1390
1294
Direction of Traffic
xx xx
AM / PM Peak Hour
SITE
North
Service
Road
West
Proposed Site Access
Schematic;N
ot To
Scale
QEW
West Off Ram
p
Queen Elizab
eth W
ay
Dorval Drive
QEW West Off Ramp
QEW
East On Ram
p
QEW
East
Ram
p
Commercial Plaza Access
Canadian Tire Access
Kerr Street
© 2020 ALL RIGHTS RESERVED TRANS-PLAN TRANSPORTATION INC. http://www.trans-plan.com/ses/TPI-2019P169 26
Figure 10 – Study Area Transit Service
Source: Town of Oakville Transit Map
SITE
APPENDIX ALevel of Service Definitions
LEVEL OF SERVICE ANALYSIS AT SIGNALIZED INTERSECTIONS
To assist in clarifying the arithmetic analysis associated with traffic engineering, it is often useful to refer to “Level of Service”. The term Level of Service implies a qualitative measure of traffic flow at an intersection. It is dependent upon vehicle delay and vehicle queue lengths at the approaches. Specifically, Level of Service criteria are stated in terms of the average stopped delay per vehicle for a 15-minute analysis period. The following table describes the characteristics of each level:
Level of Service
Features Stopped Delay per Vehicle
(sec)A At this level of service, almost no signal phase is
fully utilized by traffic. Very seldom does a vehicle wait longer than one red indication. The approach appears open, turning movements are easily made and drivers have freedom of operation.
< 5.0
B At this level, an occasional signal phase is fully utilized and many phases approach full use. Many drivers begin to feel somewhat restricted within platoons of vehicles approaching the intersection.
> 5.0 and < 15.0
C At this level, the operation is stable though with more frequent fully utilized signal phases. Drivers feel more restricted and occasionally may have to wait more than one red signal indication, and queues may develop behind turning vehicles. This level is normally employed in urban intersection design.
> 15.0 and <25.0
D At this level, the motorist experiences increasing restriction and instability of flow. There are substantial delays to approaching vehicles during short peaks within the peak period, but there are enough cycles with lower demand to permit occasional clearance of developing queues and prevent excessive backups.
> 25.0 and <40.0
E At this level, capacity is reached. There are long queues of vehicles waiting upstream of the intersection and delays to vehicles may extend to several signal cycles.
> 40.0 and <60.0
F At this level, saturation occurs, with vehicle demand exceeding the available capacity.
> 60.0
������������������� ����������������������������������������������� �!���"#���"�$�"�!�%�&'%�"�%�"�����%!'���� ���% "#� ��(�%��%)�")���!�#�"�)*��+��"!�,�$�),�)��'$�)��������"#���,��%-�%),����"#���&'�'����).��!�%��%$$��%#��!*������������� �!���"#��%��')!".)%�"/�,�")���!�#�"�)!�"!�� ��)����%��,��������,��%-�%##'�'�%��,�0-� ��(!��)������")���!�����!1�#%'!�,�0-�%���������#�) �"#�").�������)�!*������ ����(").��%0���,�!#�"0�!�����#�%�%#���"!�"#!�� ��%#�������*��2324�56��273892� �2:;<72=�� >� ?"��������)����% "#�,��%-��##'�!*��>$$��%#��!�%$$�%���$�)1��'�)").�������)�!�%����%!"�-��%,�1�%),�,�"���!��%��� ���,���� ��$��%�"�)*�� @� A�������% "#�,��%-!��##'�*��B%)-�,�"���!�0�.")���� ����!���(�%����!��"#��,�")�����!�� � ���,���� ��$��%�"�)*�� C� >���%.����% "#�,��%-!��##'�*��D$��%�"�)!�%���.�)��%��-�!�%0��1�0'��,�"���!�����.").� ���������")���!�������%-��E$��"�)#��," "#'��-�")�#��$���").����"��������)�*����"!��%-��##%!"�)%��-�"�$%#���)�����!�%0"�"�-�� � ��(��)������%F���!�����*�� G� ?�).���% "#�,��%-!��##'�*��B����"!�!�����.").� ���������")���!�������E$��"�)#��!".)" "#%)����!��"#�"�)�%),� �'!��%�"�)*��G�"���!��)������%F���!������("����E$��"�)#��#�).�!�"�)�%),�,��%-�%!�,�"���!�����.").� ���������")���!������")��� ����("��������%F�������'.��������)�!*�� H� I��-���).���% "#�,��%-!��##'�*��D$��%�"�)!�%$$��%#������#%$%#"�-�� �����")���!�#�"�)*�� J� A%�'�%�"�)��##'�!1�("������"#���,��%),��E#��,").�����%�%"�%0���#%$%#"�-*��I��-���).���% "#�,��%-!��##'�*�KLM N".�(%-�C%$%#"�-�B%)'%��O�A$�#"%��P�$����Q�*�������� RST1���%)!$���%�"�)�P�!�%�#��@�%�,1�LTUV*
APPENDIX B Capacity Analysis Sheets
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
Lane
Gro
upEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
172
345
366
277
436
239
418
944
128
683
1593
v/c
Rat
io0.
730.
420.
231.
150.
540.
490.
760.
750.
201.
221.
25C
ontro
l Del
ay74
.542
.00.
315
5.9
44.5
17.0
59.0
38.8
5.3
158.
715
2.2
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay74
.542
.00.
315
5.9
44.5
17.0
59.0
38.8
5.3
158.
715
2.2
Que
ue L
engt
h 50
th (m
)22
.439
.40.
0~4
2.7
51.5
15.5
52.9
109.
50.
0~1
09.8
~265
.7Q
ueue
Len
gth
95th
(m)
27.0
49.5
0.0
#54.
146
.437
.945
.512
6.6
9.2
#130
.8#3
00.0
Inte
rnal
Lin
k D
ist (
m)
123.
226
3.1
284.
311
4.7
Turn
Bay
Len
gth
(m)
48.0
50.0
45.0
25.0
48.0
30.0
Base
Cap
acity
(vph
)23
582
715
9924
080
349
255
312
6463
255
912
78St
arva
tion
Cap
Red
uctn
00
00
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
00
00
0R
educ
ed v
/c R
atio
0.73
0.42
0.23
1.15
0.54
0.49
0.76
0.75
0.20
1.22
1.25
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 2
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)12
228
634
420
827
920
825
581
210
256
712
7711
1Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
54.
05.
55.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
970.
951.
000.
970.
951.
000.
970.
951.
000.
970.
95Fr
t1.
001.
000.
851.
001.
000.
851.
001.
000.
851.
000.
99Fl
t Pro
tect
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(pro
t)34
0035
7415
9934
6734
7115
8334
6735
0515
2435
0235
26Fl
t Per
mitt
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(per
m)
3400
3574
1599
3467
3471
1583
3467
3505
1524
3502
3526
Peak
-hou
r fac
tor,
PHF
0.71
0.83
0.94
0.75
0.64
0.87
0.61
0.86
0.80
0.83
0.88
0.78
Adj.
Flow
(vph
)17
234
536
627
743
623
941
894
412
868
314
5114
2R
TOR
Red
uctio
n (v
ph)
00
00
012
60
082
06
0La
ne G
roup
Flo
w (v
ph)
172
345
366
277
436
113
418
944
4668
315
870
Hea
vy V
ehic
les
(%)
3%1%
1%1%
4%2%
1%3%
6%0%
1%1%
Turn
Typ
ePr
otFr
eePr
otPe
rmPr
otPe
rmPr
otPr
otec
ted
Phas
es7
43
85
21
6Pe
rmitt
ed P
hase
sFr
ee8
2Ac
tuat
ed G
reen
, G (s
)8.
528
.412
2.8
8.5
28.4
28.4
19.6
44.3
44.3
19.6
44.3
Effe
ctiv
e G
reen
, g (s
)8.
528
.412
2.8
8.5
28.4
28.4
19.6
44.3
44.3
19.6
44.3
Actu
ated
g/C
Rat
io0.
070.
231.
000.
070.
230.
230.
160.
360.
360.
160.
36C
lear
ance
Tim
e (s
)5.
55.
55.
55.
55.
55.
55.
55.
55.
55.
5Ve
hicl
e Ex
tens
ion
(s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane
Grp
Cap
(vph
)23
582
715
9924
080
336
655
312
6455
055
912
72v/
s R
atio
Pro
t0.
050.
10c0
.08
c0.1
30.
120.
27c0
.20
c0.4
5v/
s R
atio
Per
m0.
230.
070.
03v/
c R
atio
0.73
0.42
0.23
1.15
0.54
0.31
0.76
0.75
0.08
1.22
1.25
Uni
form
Del
ay, d
156
.040
.20.
057
.141
.539
.149
.334
.325
.951
.639
.2Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
11.1
0.3
0.3
106.
10.
80.
55.
84.
10.
311
5.2
118.
2D
elay
(s)
67.2
40.5
0.3
163.
242
.239
.655
.238
.426
.216
6.8
157.
5Le
vel o
f Ser
vice
ED
AF
DD
ED
CF
FAp
proa
ch D
elay
(s)
29.0
76.8
42.0
160.
3Ap
proa
ch L
OS
CE
DF
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
93.9
HC
M L
evel
of S
ervi
ceF
HC
M V
olum
e to
Cap
acity
ratio
1.04
Actu
ated
Cyc
le L
engt
h (s
) 12
2.8
Sum
of l
ost t
ime
(s)
22.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
104.
3%IC
U L
evel
of S
ervi
ceG
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 3
Lane
Gro
upEB
TW
BLW
BTN
BLN
BTSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
828
7067
274
6924
14v/
c R
atio
0.67
0.24
0.43
0.14
0.10
0.04
0.02
Con
trol D
elay
26.8
12.9
16.4
19.3
6.3
18.5
12.0
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay26
.812
.916
.419
.36.
318
.512
.0Q
ueue
Len
gth
50th
(m)
63.6
6.0
38.6
7.8
0.4
2.4
0.4
Que
ue L
engt
h 95
th (m
)85
.310
.840
.717
.20.
06.
70.
4In
tern
al L
ink
Dis
t (m
)26
3.1
38.3
84.0
91.2
Turn
Bay
Len
gth
(m)
35.0
Base
Cap
acity
(vph
)16
3637
522
7154
368
254
869
4St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
0.51
0.19
0.30
0.14
0.10
0.04
0.02
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 4
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
727
1155
470
2658
142
171
5Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)6.
63.
06.
66.
26.
26.
26.
2La
ne U
til. F
acto
r0.
951.
000.
951.
001.
001.
001.
00Fr
t1.
001.
000.
991.
000.
861.
000.
89Fl
t Pro
tect
ed1.
000.
951.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)35
5317
7035
4117
0315
8718
0516
96Fl
t Per
mitt
ed1.
000.
191.
000.
751.
000.
711.
00Sa
td. F
low
(per
m)
3553
353
3541
1341
1587
1353
1696
Peak
-hou
r fac
tor,
PHF
0.25
0.90
0.56
0.79
0.75
0.58
0.78
0.25
0.65
0.70
0.25
0.50
Adj.
Flow
(vph
)0
808
2070
627
4574
465
244
10R
TOR
Red
uctio
n (v
ph)
02
00
60
039
00
60
Lane
Gro
up F
low
(vph
)0
826
070
666
074
300
248
0H
eavy
Veh
icle
s (%
)0%
1%11
%2%
1%0%
6%0%
3%0%
0%0%
Turn
Typ
ePe
rmpm
+pt
Perm
Perm
Prot
ecte
d Ph
ases
43
82
6Pe
rmitt
ed P
hase
s4
82
6Ac
tuat
ed G
reen
, G (s
)29
.137
.937
.934
.134
.134
.134
.1Ef
fect
ive
Gre
en, g
(s)
29.1
37.9
37.9
34.1
34.1
34.1
34.1
Actu
ated
g/C
Rat
io0.
340.
450.
450.
400.
400.
400.
40C
lear
ance
Tim
e (s
)6.
63.
06.
66.
26.
26.
26.
2Ve
hicl
e Ex
tens
ion
(s)
4.5
2.5
4.5
3.5
3.5
3.5
3.5
Lane
Grp
Cap
(vph
)12
1925
515
8353
963
854
468
2v/
s R
atio
Pro
tc0
.23
0.02
c0.1
90.
020.
00v/
s R
atio
Per
m0.
10c0
.06
0.02
v/c
Rat
io0.
680.
270.
420.
140.
050.
040.
01U
nifo
rm D
elay
, d1
23.8
14.8
16.0
16.0
15.4
15.4
15.2
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
21.
80.
40.
30.
50.
10.
20.
0D
elay
(s)
25.6
15.3
16.3
16.6
15.6
15.6
15.3
Leve
l of S
ervi
ceC
BB
BB
BB
Appr
oach
Del
ay (s
)25
.616
.216
.115
.5Ap
proa
ch L
OS
CB
BB
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
20.6
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.41
Actu
ated
Cyc
le L
engt
h (s
) 84
.8Su
m o
f los
t tim
e (s
)19
.4In
ters
ectio
n C
apac
ity U
tiliz
atio
n66
.3%
ICU
Lev
el o
f Ser
vice
CAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 5
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
786
00
379
172
264
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.93
0.92
0.92
0.80
0.69
0.80
Hou
rly fl
ow ra
te (v
ph)
845
00
474
249
330
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)14
721
2pX
, pla
toon
unb
lock
ed0.
810.
820.
81vC
, con
flict
ing
volu
me
845
1082
423
vC1,
sta
ge 1
con
f vol
vC2,
sta
ge 2
con
f vol
vCu,
unb
lock
ed v
ol34
158
30
tC, s
ingl
e (s
)4.
16.
86.
9tC
, 2 s
tage
(s)
tF (s
)2.
23.
53.
3p0
que
ue fr
ee %
100
3162
cM c
apac
ity (v
eh/h
)98
436
287
9
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
NB
2Vo
lum
e To
tal
423
423
237
237
249
330
Volu
me
Left
00
00
249
0Vo
lum
e R
ight
00
00
033
0cS
H17
0017
0017
0017
0036
287
9Vo
lum
e to
Cap
acity
0.25
0.25
0.14
0.14
0.69
0.38
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
039
.414
.1C
ontro
l Del
ay (s
)0.
00.
00.
00.
034
.311
.5La
ne L
OS
DB
Appr
oach
Del
ay (s
)0.
00.
021
.3Ap
proa
ch L
OS
C
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
6.
5In
ters
ectio
n C
apac
ity U
tiliz
atio
n 44
.7%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 6
Lane
Gro
upEB
TEB
RW
BLW
BTN
BLN
BRLa
ne G
roup
Flo
w (v
ph)
1000
6145
375
7956
v/c
Rat
io0.
680.
100.
170.
230.
110.
09C
ontro
l Del
ay23
.710
.611
.012
.920
.46.
6Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
0To
tal D
elay
23.7
10.6
11.0
12.9
20.4
6.6
Que
ue L
engt
h 50
th (m
)77
.73.
63.
618
.59.
10.
0Q
ueue
Len
gth
95th
(m)
100.
11.
66.
425
.615
.44.
7In
tern
al L
ink
Dis
t (m
)18
7.9
130.
210
0.4
Turn
Bay
Len
gth
(m)
23.0
20.0
Base
Cap
acity
(vph
)17
6475
936
123
6069
265
3St
arva
tion
Cap
Red
uctn
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
Red
uced
v/c
Rat
io0.
570.
080.
120.
160.
110.
09
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 7
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(vph
)91
019
3132
653
39Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
85.
83.
05.
86.
06.
0La
ne U
til. F
acto
r0.
951.
001.
000.
951.
001.
00Fr
t1.
000.
851.
001.
001.
000.
85Fl
t Pro
tect
ed1.
001.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)35
7415
0918
0535
0518
0516
15Fl
t Per
mitt
ed1.
001.
000.
151.
000.
951.
00Sa
td. F
low
(per
m)
3574
1509
279
3505
1805
1615
Peak
-hou
r fac
tor,
PHF
0.91
0.31
0.69
0.87
0.67
0.70
Adj.
Flow
(vph
)10
0061
4537
579
56R
TOR
Red
uctio
n (v
ph)
017
00
035
Lane
Gro
up F
low
(vph
)10
0044
4537
579
21H
eavy
Veh
icle
s (%
)1%
7%0%
3%0%
0%Tu
rn T
ype
Perm
pm+p
tPe
rmPr
otec
ted
Phas
es4
38
2Pe
rmitt
ed P
hase
s4
82
Actu
ated
Gre
en, G
(s)
34.5
34.5
41.4
41.4
32.4
32.4
Effe
ctiv
e G
reen
, g (s
)34
.534
.541
.441
.432
.432
.4Ac
tuat
ed g
/C R
atio
0.40
0.40
0.48
0.48
0.38
0.38
Cle
aran
ce T
ime
(s)
5.8
5.8
3.0
5.8
6.0
6.0
Vehi
cle
Exte
nsio
n (s
)4.
54.
52.
54.
53.
53.
5La
ne G
rp C
ap (v
ph)
1440
608
204
1695
683
611
v/s
Rat
io P
rot
c0.2
80.
01c0
.11
c0.0
4v/
s R
atio
Per
m0.
030.
100.
01v/
c R
atio
0.69
0.07
0.22
0.22
0.12
0.03
Uni
form
Del
ay, d
121
.215
.713
.812
.817
.316
.8Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
1.7
0.1
0.4
0.1
0.3
0.1
Del
ay (s
)22
.915
.814
.212
.917
.616
.9Le
vel o
f Ser
vice
CB
BB
BB
Appr
oach
Del
ay (s
)22
.513
.017
.3Ap
proa
ch L
OS
CB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
19.6
HC
M L
evel
of S
ervi
ceB
HC
M V
olum
e to
Cap
acity
ratio
0.42
Actu
ated
Cyc
le L
engt
h (s
) 85
.6Su
m o
f los
t tim
e (s
)17
.6In
ters
ectio
n C
apac
ity U
tiliz
atio
n43
.9%
ICU
Lev
el o
f Ser
vice
AAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 8
Lane
Gro
upW
BLW
BTW
BRN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
549
548
498
1093
371
1590
282
v/c
Rat
io0.
880.
910.
800.
430.
380.
630.
30C
ontro
l Del
ay46
.249
.235
.016
.92.
719
.82.
6Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
46.2
49.2
35.0
16.9
2.7
19.8
2.6
Que
ue L
engt
h 50
th (m
)10
7.5
110.
883
.250
.40.
083
.50.
0Q
ueue
Len
gth
95th
(m)
126.
5#1
85.9
88.6
53.8
8.1
99.2
13.0
Inte
rnal
Lin
k D
ist (
m)
74.0
281.
828
4.3
Turn
Bay
Len
gth
(m)
Base
Cap
acity
(vph
)62
160
262
325
1798
725
4292
6St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
0.88
0.91
0.80
0.43
0.38
0.63
0.30
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 9
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
00
752
045
40
885
297
014
7925
9Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
960.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
961.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)15
7314
9314
9050
8516
1551
3615
83Fl
t Per
mitt
ed0.
950.
961.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1573
1493
1490
5085
1615
5136
1583
Peak
-hou
r fac
tor,
PHF
0.92
0.92
0.92
0.78
0.92
0.72
0.92
0.81
0.80
0.92
0.93
0.92
Adj.
Flow
(vph
)0
00
964
063
10
1093
371
015
9028
2R
TOR
Red
uctio
n (v
ph)
00
00
1134
00
187
00
142
Lane
Gro
up F
low
(vph
)0
00
549
537
464
010
9318
40
1590
140
Hea
vy V
ehic
les
(%)
2%2%
2%9%
2%3%
2%2%
0%2%
1%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es8
26
Perm
itted
Pha
ses
88
26
Actu
ated
Gre
en, G
(s)
39.5
39.5
39.5
49.5
49.5
49.5
49.5
Effe
ctiv
e G
reen
, g (s
)39
.539
.539
.549
.549
.549
.549
.5Ac
tuat
ed g
/C R
atio
0.40
0.40
0.40
0.50
0.50
0.50
0.50
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Lane
Grp
Cap
(vph
)62
159
058
925
1779
925
4278
4v/
s R
atio
Pro
t0.
21c0
.31
v/s
Rat
io P
erm
0.35
0.36
0.31
0.11
0.09
v/c
Rat
io0.
880.
910.
790.
430.
230.
630.
18U
nifo
rm D
elay
, d1
28.1
28.6
26.6
16.2
14.4
18.5
14.0
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
216
.720
.410
.20.
50.
71.
20.
5D
elay
(s)
44.9
49.0
36.8
16.8
15.1
19.6
14.5
Leve
l of S
ervi
ceD
DD
BB
BB
Appr
oach
Del
ay (s
)0.
043
.716
.418
.9Ap
proa
ch L
OS
AD
BB
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
26.2
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.75
Actu
ated
Cyc
le L
engt
h (s
) 10
0.0
Sum
of l
ost t
ime
(s)
11.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
63.2
%IC
U L
evel
of S
ervi
ceB
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
0
Lane
Gro
upEB
LEB
TEB
RN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
481
453
441
965
1092
1732
843
v/c
Rat
io0.
800.
860.
820.
360.
810.
660.
68C
ontro
l Del
ay38
.844
.940
.814
.06.
818
.44.
3Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
38.8
44.9
40.8
14.0
6.8
18.4
4.3
Que
ue L
engt
h 50
th (m
)86
.886
.078
.641
.40.
193
.10.
0Q
ueue
Len
gth
95th
(m)
88.5
#142
.811
0.0
46.4
20.3
100.
818
.9In
tern
al L
ink
Dis
t (m
)97
.822
7.7
281.
8Tu
rn B
ay L
engt
h (m
)Ba
se C
apac
ity (v
ph)
698
612
624
2714
1353
2611
1238
Star
vatio
n C
ap R
educ
tn0
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
0St
orag
e C
ap R
educ
tn0
00
00
00
Red
uced
v/c
Rat
io0.
690.
740.
710.
360.
810.
660.
68
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
1
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)39
10
694
00
00
791
1005
014
5577
6Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
880.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
991.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)17
1514
8915
1950
8515
8348
9315
83Fl
t Per
mitt
ed0.
950.
991.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1715
1489
1519
5085
1583
4893
1583
Peak
-hou
r fac
tor,
PHF
0.70
0.92
0.85
0.92
0.92
0.92
0.92
0.82
0.92
0.92
0.84
0.92
Adj.
Flow
(vph
)55
90
816
00
00
965
1092
017
3284
3R
TOR
Red
uctio
n (v
ph)
06
60
00
00
509
00
393
Lane
Gro
up F
low
(vph
)48
144
743
50
00
096
558
30
1732
450
Hea
vy V
ehic
les
(%)
0%2%
1%2%
2%2%
2%2%
2%2%
6%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es4
26
Perm
itted
Pha
ses
44
26
Actu
ated
Gre
en, G
(s)
33.3
33.3
33.3
50.7
50.7
50.7
50.7
Effe
ctiv
e G
reen
, g (s
)33
.333
.333
.350
.750
.750
.750
.7Ac
tuat
ed g
/C R
atio
0.35
0.35
0.35
0.53
0.53
0.53
0.53
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
601
522
532
2714
845
2611
845
v/s
Rat
io P
rot
0.19
0.35
v/s
Rat
io P
erm
0.28
0.30
0.29
c0.3
70.
28v/
c R
atio
0.80
0.86
0.82
0.36
0.69
0.66
0.53
Uni
form
Del
ay, d
127
.828
.628
.112
.716
.416
.014
.4Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
7.5
12.9
9.4
0.4
4.6
1.3
2.4
Del
ay (s
)35
.441
.537
.513
.120
.917
.316
.8Le
vel o
f Ser
vice
DD
DB
CB
BAp
proa
ch D
elay
(s)
38.1
0.0
17.3
17.2
Appr
oach
LO
SD
AB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
22.0
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.76
Actu
ated
Cyc
le L
engt
h (s
) 95
.0Su
m o
f los
t tim
e (s
)11
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n89
.3%
ICU
Lev
el o
f Ser
vice
EAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
2
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
786
00
551
00
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.92
0.92
0.92
0.92
0.92
0.92
Hou
rly fl
ow ra
te (v
ph)
854
00
599
00
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)62
297
pX, p
lato
on u
nblo
cked
0.80
0.80
0.80
vC, c
onfli
ctin
g vo
lum
e85
411
5442
7vC
1, s
tage
1 c
onf v
olvC
2, s
tage
2 c
onf v
olvC
u, u
nblo
cked
vol
333
705
0tC
, sin
gle
(s)
4.1
6.8
6.9
tC, 2
sta
ge (s
)tF
(s)
2.2
3.5
3.3
p0 q
ueue
free
%10
010
010
0cM
cap
acity
(veh
/h)
984
298
872
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
Volu
me
Tota
l57
028
529
929
90
Volu
me
Left
00
00
0Vo
lum
e R
ight
00
00
0cS
H17
0017
0017
0017
0017
00Vo
lum
e to
Cap
acity
0.34
0.17
0.18
0.18
0.00
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
00.
0C
ontro
l Del
ay (s
)0.
00.
00.
00.
00.
0La
ne L
OS
AAp
proa
ch D
elay
(s)
0.0
0.0
0.0
Appr
oach
LO
SA
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
0.
0In
ters
ectio
n C
apac
ity U
tiliz
atio
n 25
.1%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
Lane
Gro
upEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
416
364
648
351
615
991
630
1693
131
441
1221
v/c
Rat
io1.
720.
440.
411.
460.
741.
651.
131.
310.
210.
790.
97C
ontro
l Del
ay37
4.4
42.4
0.8
269.
350
.232
2.6
124.
718
0.3
13.3
60.8
56.9
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay37
4.4
42.4
0.8
269.
350
.232
2.6
124.
718
0.3
13.3
60.8
56.9
Que
ue L
engt
h 50
th (m
)~8
0.2
41.8
0.0
~62.
876
.8~3
06.1
~95.
4~2
91.4
9.5
56.1
155.
9Q
ueue
Len
gth
95th
(m)
#110
.257
.40.
0#8
8.5
98.4
#353
.9#1
33.2
#295
.820
.765
.2#1
97.0
Inte
rnal
Lin
k D
ist (
m)
123.
226
3.1
284.
311
4.7
Turn
Bay
Len
gth
(m)
48.0
50.0
45.0
25.0
48.0
30.0
Base
Cap
acity
(vph
)24
282
715
8324
082
760
155
912
8963
055
912
59St
arva
tion
Cap
Red
uctn
00
00
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
00
00
0R
educ
ed v
/c R
atio
1.72
0.44
0.41
1.46
0.74
1.65
1.13
1.31
0.21
0.79
0.97
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 2
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)36
633
155
130
258
484
258
614
0510
935
382
919
5Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
54.
05.
55.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
970.
951.
000.
970.
951.
000.
970.
951.
000.
970.
95Fr
t1.
001.
000.
851.
001.
000.
851.
001.
000.
851.
000.
97Fl
t Pro
tect
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(pro
t)35
0235
7415
8334
6735
7416
1535
0235
7416
1535
0234
26Fl
t Per
mitt
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(per
m)
3502
3574
1583
3467
3574
1615
3502
3574
1615
3502
3426
Peak
-hou
r fac
tor,
PHF
0.88
0.91
0.85
0.86
0.95
0.85
0.93
0.83
0.83
0.80
0.88
0.70
Adj.
Flow
(vph
)41
636
464
835
161
599
163
016
9313
144
194
227
9R
TOR
Red
uctio
n (v
ph)
00
00
022
80
047
022
0La
ne G
roup
Flo
w (v
ph)
416
364
648
351
615
763
630
1693
8444
111
990
Hea
vy V
ehic
les
(%)
0%1%
2%1%
1%0%
0%1%
0%0%
2%1%
Turn
Typ
ePr
otFr
eePr
otPe
rmPr
otPe
rmPr
otPr
otec
ted
Phas
es7
43
85
21
6Pe
rmitt
ed P
hase
sFr
ee8
2Ac
tuat
ed G
reen
, G (s
)8.
528
.412
2.8
8.5
28.4
28.4
19.6
44.3
44.3
19.6
44.3
Effe
ctiv
e G
reen
, g (s
)8.
528
.412
2.8
8.5
28.4
28.4
19.6
44.3
44.3
19.6
44.3
Actu
ated
g/C
Rat
io0.
070.
231.
000.
070.
230.
230.
160.
360.
360.
160.
36C
lear
ance
Tim
e (s
)5.
55.
55.
55.
55.
55.
55.
55.
55.
55.
5Ve
hicl
e Ex
tens
ion
(s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane
Grp
Cap
(vph
)24
282
715
8324
082
737
455
912
8958
355
912
36v/
s R
atio
Pro
tc0
.12
0.10
0.10
0.17
c0.1
8c0
.47
0.13
0.35
v/s
Rat
io P
erm
0.41
c0.4
70.
05v/
c R
atio
1.72
0.44
0.41
1.46
0.74
2.04
1.13
1.31
0.14
0.79
0.97
Uni
form
Del
ay, d
157
.140
.40.
057
.143
.847
.251
.639
.226
.549
.638
.6Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
340.
50.
40.
822
9.6
3.6
477.
878
.114
6.7
0.5
7.3
19.3
Del
ay (s
)39
7.6
40.8
0.8
286.
847
.552
5.0
129.
718
5.9
27.0
56.9
57.9
Leve
l of S
ervi
ceF
DA
FD
FF
FC
EE
Appr
oach
Del
ay (s
)12
6.6
332.
216
3.0
57.6
Appr
oach
LO
SF
FF
E
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
176.
9H
CM
Lev
el o
f Ser
vice
FH
CM
Vol
ume
to C
apac
ity ra
tio1.
52Ac
tuat
ed C
ycle
Len
gth
(s)
122.
8Su
m o
f los
t tim
e (s
)22
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n11
5.2%
ICU
Lev
el o
f Ser
vice
HAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 3
Lane
Gro
upEB
LEB
TW
BLW
BTN
BLN
BTSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
1959
114
513
4935
812
425
55v/
c R
atio
0.22
0.46
0.33
0.78
0.70
0.18
0.05
0.08
Con
trol D
elay
27.8
23.4
12.8
22.6
35.2
6.2
21.6
10.5
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay27
.823
.412
.822
.635
.26.
221
.610
.5Q
ueue
Len
gth
50th
(m)
2.4
42.5
13.0
102.
955
.61.
22.
91.
9Q
ueue
Len
gth
95th
(m)
5.7
60.2
21.0
109.
7#1
10.8
0.4
7.9
9.4
Inte
rnal
Lin
k D
ist (
m)
263.
138
.384
.091
.2Tu
rn B
ay L
engt
h (m
)32
.035
.0Ba
se C
apac
ity (v
ph)
103
1503
482
2094
509
675
478
652
Star
vatio
n C
ap R
educ
tn0
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
0St
orag
e C
ap R
educ
tn0
00
00
00
0R
educ
ed v
/c R
atio
0.18
0.39
0.30
0.64
0.70
0.18
0.05
0.08
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 4
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)12
492
2212
310
8610
347
596
1912
24Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)6.
66.
63.
06.
66.
26.
26.
26.
2La
ne U
til. F
acto
r1.
000.
951.
000.
951.
001.
001.
001.
00Fr
t1.
000.
991.
001.
001.
000.
861.
000.
89Fl
t Pro
tect
ed0.
951.
000.
951.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)18
0535
3718
0535
6518
0516
2318
0516
88Fl
t Per
mitt
ed0.
131.
000.
321.
000.
721.
000.
681.
00Sa
td. F
low
(per
m)
243
3537
617
3565
1370
1623
1287
1688
Peak
-hou
r fac
tor,
PHF
0.63
0.90
0.50
0.85
0.82
0.40
0.97
0.50
0.84
0.75
0.83
0.59
Adj.
Flow
(vph
)19
547
4414
513
2425
358
1011
425
1441
RTO
R R
educ
tion
(vph
)0
60
02
00
720
024
0La
ne G
roup
Flo
w (v
ph)
1958
50
145
1347
035
852
025
310
Hea
vy V
ehic
les
(%)
0%1%
0%0%
1%0%
0%0%
1%0%
0%0%
Turn
Typ
ePe
rmpm
+pt
Perm
Perm
Prot
ecte
d Ph
ases
43
82
6Pe
rmitt
ed P
hase
s4
82
6Ac
tuat
ed G
reen
, G (s
)32
.732
.744
.644
.634
.034
.034
.034
.0Ef
fect
ive
Gre
en, g
(s)
32.7
32.7
44.6
44.6
34.0
34.0
34.0
34.0
Actu
ated
g/C
Rat
io0.
360.
360.
490.
490.
370.
370.
370.
37C
lear
ance
Tim
e (s
)6.
66.
63.
06.
66.
26.
26.
26.
2Ve
hicl
e Ex
tens
ion
(s)
4.5
4.5
2.5
4.5
3.5
3.5
3.5
3.5
Lane
Grp
Cap
(vph
)87
1265
417
1740
510
604
479
628
v/s
Rat
io P
rot
0.17
0.03
c0.3
80.
030.
02v/
s R
atio
Per
m0.
080.
14c0
.26
0.02
v/c
Rat
io0.
220.
460.
350.
770.
700.
090.
050.
05U
nifo
rm D
elay
, d1
20.4
22.6
13.5
19.3
24.4
18.6
18.4
18.4
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
22.
20.
50.
42.
57.
90.
30.
20.
1D
elay
(s)
22.6
23.0
13.9
21.7
32.2
18.9
18.6
18.5
Leve
l of S
ervi
ceC
CB
CC
BB
BAp
proa
ch D
elay
(s)
23.0
21.0
28.8
18.5
Appr
oach
LO
SC
CC
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
22.8
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.74
Actu
ated
Cyc
le L
engt
h (s
) 91
.4Su
m o
f los
t tim
e (s
)12
.8In
ters
ectio
n C
apac
ity U
tiliz
atio
n93
.2%
ICU
Lev
el o
f Ser
vice
FAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 5
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
607
00
1041
178
218
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.89
0.92
0.92
0.87
0.76
0.83
Hou
rly fl
ow ra
te (v
ph)
682
00
1197
234
263
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)14
721
2pX
, pla
toon
unb
lock
ed0.
890.
860.
89vC
, con
flict
ing
volu
me
682
1280
341
vC1,
sta
ge 1
con
f vol
vC2,
sta
ge 2
con
f vol
vCu,
unb
lock
ed v
ol39
240
98
tC, s
ingl
e (s
)4.
16.
86.
9tC
, 2 s
tage
(s)
tF (s
)2.
23.
53.
3p0
que
ue fr
ee %
100
5272
cM c
apac
ity (v
eh/h
)10
3448
995
2
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
NB
2Vo
lum
e To
tal
341
341
598
598
234
263
Volu
me
Left
00
00
234
0Vo
lum
e R
ight
00
00
026
3cS
H17
0017
0017
0017
0048
995
2Vo
lum
e to
Cap
acity
0.20
0.20
0.35
0.35
0.48
0.28
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
020
.49.
0C
ontro
l Del
ay (s
)0.
00.
00.
00.
018
.910
.2La
ne L
OS
CB
Appr
oach
Del
ay (s
)0.
00.
014
.3Ap
proa
ch L
OS
B
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
3.
0In
ters
ectio
n C
apac
ity U
tiliz
atio
n 45
.3%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 6
Lane
Gro
upEB
TEB
RW
BLW
BTN
BLN
BRLa
ne G
roup
Flo
w (v
ph)
703
2474
949
213
99v/
c R
atio
0.58
0.04
0.21
0.59
0.29
0.14
Con
trol D
elay
24.2
11.5
12.3
18.1
18.2
4.5
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay24
.211
.512
.318
.118
.24.
5Q
ueue
Len
gth
50th
(m)
48.9
1.0
6.0
57.0
21.5
0.0
Que
ue L
engt
h 95
th (m
)67
.82.
112
.674
.539
.37.
0In
tern
al L
ink
Dis
t (m
)18
7.9
130.
210
0.4
Turn
Bay
Len
gth
(m)
23.0
20.0
Base
Cap
acity
(vph
)18
6585
042
825
6972
470
0St
arva
tion
Cap
Red
uctn
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
Red
uced
v/c
Rat
io0.
380.
030.
170.
370.
290.
14
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 7
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(vph
)64
011
6886
417
778
Idea
l Flo
w (v
phpl
)19
0019
0019
0019
0019
0019
00To
tal L
ost t
ime
(s)
5.8
5.8
3.0
5.8
6.0
6.0
Lane
Util
. Fac
tor
0.95
1.00
1.00
0.95
1.00
1.00
Frt
1.00
0.85
1.00
1.00
1.00
0.85
Flt P
rote
cted
1.00
1.00
0.95
1.00
0.95
1.00
Satd
. Flo
w (p
rot)
3574
1615
1805
3610
1787
1583
Flt P
erm
itted
1.00
1.00
0.25
1.00
0.95
1.00
Satd
. Flo
w (p
erm
)35
7416
1546
636
1017
8715
83Pe
ak-h
our f
acto
r, PH
F0.
910.
450.
920.
910.
830.
79Ad
j. Fl
ow (v
ph)
703
2474
949
213
99R
TOR
Red
uctio
n (v
ph)
010
00
059
Lane
Gro
up F
low
(vph
)70
314
7494
921
340
Hea
vy V
ehic
les
(%)
1%0%
0%0%
1%2%
Turn
Typ
ePe
rmpm
+pt
Perm
Prot
ecte
d Ph
ases
43
82
Perm
itted
Pha
ses
48
2Ac
tuat
ed G
reen
, G (s
)27
.027
.035
.935
.932
.132
.1Ef
fect
ive
Gre
en, g
(s)
27.0
27.0
35.9
35.9
32.1
32.1
Actu
ated
g/C
Rat
io0.
340.
340.
450.
450.
400.
40C
lear
ance
Tim
e (s
)5.
85.
83.
05.
86.
06.
0Ve
hicl
e Ex
tens
ion
(s)
4.5
4.5
2.5
4.5
3.5
3.5
Lane
Grp
Cap
(vph
)12
0954
630
916
2471
963
7v/
s R
atio
Pro
t0.
200.
02c0
.26
c0.1
2v/
s R
atio
Per
m0.
010.
090.
03v/
c R
atio
0.58
0.03
0.24
0.58
0.30
0.06
Uni
form
Del
ay, d
121
.717
.613
.416
.416
.214
.6Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
1.0
0.0
0.3
0.7
1.1
0.2
Del
ay (s
)22
.717
.713
.717
.117
.214
.8Le
vel o
f Ser
vice
CB
BB
BB
Appr
oach
Del
ay (s
)22
.616
.916
.5Ap
proa
ch L
OS
CB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
18.8
HC
M L
evel
of S
ervi
ceB
HC
M V
olum
e to
Cap
acity
ratio
0.45
Actu
ated
Cyc
le L
engt
h (s
) 79
.8Su
m o
f los
t tim
e (s
)11
.8In
ters
ectio
n C
apac
ity U
tiliz
atio
n49
.0%
ICU
Lev
el o
f Ser
vice
AAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 8
Lane
Gro
upW
BLW
BTW
BRN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
712
686
652
1483
334
1579
325
v/c
Rat
io1.
101.
121.
060.
580.
350.
630.
34C
ontro
l Del
ay97
.910
3.4
82.5
19.1
2.6
19.9
2.7
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay97
.910
3.4
82.5
19.1
2.6
19.9
2.7
Que
ue L
engt
h 50
th (m
)~1
75.0
~176
.1~1
52.2
75.6
0.0
82.9
0.0
Que
ue L
engt
h 95
th (m
)#2
45.1
#255
.0#2
26.5
90.1
8.0
98.7
13.8
Inte
rnal
Lin
k D
ist (
m)
74.0
281.
828
4.3
Turn
Bay
Len
gth
(m)
Base
Cap
acity
(vph
)64
561
361
725
4296
825
1794
8St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
1.10
1.12
1.06
0.58
0.35
0.63
0.34
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 9
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
00
945
090
90
1409
267
014
3729
9Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
930.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
981.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)16
3315
2315
3451
3616
1550
8515
83Fl
t Per
mitt
ed0.
950.
981.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1633
1523
1534
5136
1615
5085
1583
Peak
-hou
r fac
tor,
PHF
0.92
0.92
0.92
0.89
0.92
0.92
0.92
0.95
0.80
0.92
0.91
0.92
Adj.
Flow
(vph
)0
00
1062
098
80
1483
334
015
7932
5R
TOR
Red
uctio
n (v
ph)
00
00
1111
00
169
00
164
Lane
Gro
up F
low
(vph
)0
00
712
675
641
014
8316
50
1579
161
Hea
vy V
ehic
les
(%)
2%2%
2%5%
0%0%
2%1%
0%2%
2%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es8
26
Perm
itted
Pha
ses
88
26
Actu
ated
Gre
en, G
(s)
39.5
39.5
39.5
49.5
49.5
49.5
49.5
Effe
ctiv
e G
reen
, g (s
)39
.539
.539
.549
.549
.549
.549
.5Ac
tuat
ed g
/C R
atio
0.40
0.40
0.40
0.50
0.50
0.50
0.50
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Lane
Grp
Cap
(vph
)64
560
260
625
4279
925
1778
4v/
s R
atio
Pro
t0.
29c0
.31
v/s
Rat
io P
erm
0.44
0.44
0.42
0.10
0.10
v/c
Rat
io1.
101.
121.
060.
580.
210.
630.
21U
nifo
rm D
elay
, d1
30.2
30.2
30.2
17.9
14.2
18.5
14.2
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
267
.374
.852
.81.
00.
61.
20.
6D
elay
(s)
97.6
105.
183
.118
.914
.819
.714
.8Le
vel o
f Ser
vice
FF
FB
BB
BAp
proa
ch D
elay
(s)
0.0
95.5
18.2
18.9
Appr
oach
LO
SA
FB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
45.9
HC
M L
evel
of S
ervi
ceD
HC
M V
olum
e to
Cap
acity
ratio
0.85
Actu
ated
Cyc
le L
engt
h (s
) 10
0.0
Sum
of l
ost t
ime
(s)
11.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
73.9
%IC
U L
evel
of S
ervi
ceD
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
0
Lane
Gro
upEB
LEB
TEB
RN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
342
330
310
1540
1393
1728
936
v/c
Rat
io0.
720.
740.
710.
510.
990.
600.
71C
ontro
l Del
ay36
.337
.536
.112
.129
.313
.44.
4Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
36.3
37.5
36.1
12.1
29.3
13.4
4.4
Que
ue L
engt
h 50
th (m
)55
.454
.748
.652
.237
.063
.20.
0Q
ueue
Len
gth
95th
(m)
48.4
86.1
71.4
87.2
#265
.910
3.1
18.7
Inte
rnal
Lin
k D
ist (
m)
97.8
227.
728
1.8
Turn
Bay
Len
gth
(m)
Base
Cap
acity
(vph
)77
471
569
830
1114
0128
9713
19St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
0.44
0.46
0.44
0.51
0.99
0.60
0.71
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
1
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)30
50
388
00
00
1371
1282
015
2186
1Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
930.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
971.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)17
1515
7015
3450
8516
1548
9315
83Fl
t Per
mitt
ed0.
950.
971.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1715
1570
1534
5085
1615
4893
1583
Peak
-hou
r fac
tor,
PHF
0.58
0.92
0.85
0.92
0.92
0.92
0.92
0.89
0.92
0.92
0.88
0.92
Adj.
Flow
(vph
)52
60
456
00
00
1540
1393
017
2893
6R
TOR
Red
uctio
n (v
ph)
07
70
00
00
445
00
381
Lane
Gro
up F
low
(vph
)34
232
330
30
00
015
4094
80
1728
555
Hea
vy V
ehic
les
(%)
0%1%
0%0%
0%0%
2%2%
0%0%
6%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es4
26
Perm
itted
Pha
ses
44
26
Actu
ated
Gre
en, G
(s)
24.0
24.0
24.0
50.9
50.9
50.9
50.9
Effe
ctiv
e G
reen
, g (s
)24
.024
.024
.050
.950
.950
.950
.9Ac
tuat
ed g
/C R
atio
0.28
0.28
0.28
0.59
0.59
0.59
0.59
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
479
439
429
3013
957
2899
938
v/s
Rat
io P
rot
0.30
0.35
v/s
Rat
io P
erm
0.20
0.21
0.20
c0.5
90.
35v/
c R
atio
0.71
0.74
0.71
0.51
0.99
0.60
0.59
Uni
form
Del
ay, d
127
.928
.127
.810
.217
.311
.011
.0Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
5.0
6.3
5.2
0.6
27.0
0.9
2.7
Del
ay (s
)32
.934
.433
.010
.944
.311
.913
.7Le
vel o
f Ser
vice
CC
CB
DB
BAp
proa
ch D
elay
(s)
33.4
0.0
26.7
12.6
Appr
oach
LO
SC
AC
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
22.0
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.91
Actu
ated
Cyc
le L
engt
h (s
) 85
.9Su
m o
f los
t tim
e (s
)11
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n10
0.9%
ICU
Lev
el o
f Ser
vice
GAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
2
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
607
00
1219
00
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.92
0.92
0.92
0.92
0.92
0.92
Hou
rly fl
ow ra
te (v
ph)
660
00
1325
00
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)62
297
pX, p
lato
on u
nblo
cked
0.88
0.89
0.88
vC, c
onfli
ctin
g vo
lum
e66
013
2233
0vC
1, s
tage
1 c
onf v
olvC
2, s
tage
2 c
onf v
olvC
u, u
nblo
cked
vol
338
508
0tC
, sin
gle
(s)
4.1
6.8
6.9
tC, 2
sta
ge (s
)tF
(s)
2.2
3.5
3.3
p0 q
ueue
free
%10
010
010
0cM
cap
acity
(veh
/h)
1071
441
953
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
Volu
me
Tota
l44
022
066
266
20
Volu
me
Left
00
00
0Vo
lum
e R
ight
00
00
0cS
H17
0017
0017
0017
0017
00Vo
lum
e to
Cap
acity
0.26
0.13
0.39
0.39
0.00
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
00.
0C
ontro
l Del
ay (s
)0.
00.
00.
00.
00.
0La
ne L
OS
AAp
proa
ch D
elay
(s)
0.0
0.0
0.0
Appr
oach
LO
SA
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
0.
0In
ters
ectio
n C
apac
ity U
tiliz
atio
n 37
.0%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
Lane
Gro
upEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
172
348
366
277
436
239
420
945
159
687
1593
v/c
Rat
io0.
730.
420.
231.
150.
540.
490.
760.
750.
241.
231.
25C
ontro
l Del
ay74
.542
.10.
315
5.9
44.5
17.0
59.2
38.8
5.0
161.
415
2.2
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay74
.542
.10.
315
5.9
44.5
17.0
59.2
38.8
5.0
161.
415
2.2
Que
ue L
engt
h 50
th (m
)22
.439
.80.
0~4
2.7
51.5
15.5
53.2
109.
60.
0~1
10.9
~265
.7Q
ueue
Len
gth
95th
(m)
27.0
50.1
0.0
#54.
146
.437
.945
.812
6.7
9.7
#131
.9#3
00.0
Inte
rnal
Lin
k D
ist (
m)
123.
226
3.1
284.
311
4.7
Turn
Bay
Len
gth
(m)
48.0
50.0
45.0
25.0
48.0
30.0
Base
Cap
acity
(vph
)23
582
715
9924
080
349
255
312
6465
155
912
78St
arva
tion
Cap
Red
uctn
00
00
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
00
00
0R
educ
ed v
/c R
atio
0.73
0.42
0.23
1.15
0.54
0.49
0.76
0.75
0.24
1.23
1.25
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 2
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)12
228
934
420
827
920
825
681
312
757
012
7711
1Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
54.
05.
55.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
970.
951.
000.
970.
951.
000.
970.
951.
000.
970.
95Fr
t1.
001.
000.
851.
001.
000.
851.
001.
000.
851.
000.
99Fl
t Pro
tect
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(pro
t)34
0035
7415
9934
6734
7115
8334
6735
0515
2435
0235
26Fl
t Per
mitt
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(per
m)
3400
3574
1599
3467
3471
1583
3467
3505
1524
3502
3526
Peak
-hou
r fac
tor,
PHF
0.71
0.83
0.94
0.75
0.64
0.87
0.61
0.86
0.80
0.83
0.88
0.78
Adj.
Flow
(vph
)17
234
836
627
743
623
942
094
515
968
714
5114
2R
TOR
Red
uctio
n (v
ph)
00
00
012
60
010
20
60
Lane
Gro
up F
low
(vph
)17
234
836
627
743
611
342
094
557
687
1587
0H
eavy
Veh
icle
s (%
)3%
1%1%
1%4%
2%1%
3%6%
0%1%
1%Tu
rn T
ype
Prot
Free
Prot
Perm
Prot
Perm
Prot
Prot
ecte
d Ph
ases
74
38
52
16
Perm
itted
Pha
ses
Free
82
Actu
ated
Gre
en, G
(s)
8.5
28.4
122.
88.
528
.428
.419
.644
.344
.319
.644
.3Ef
fect
ive
Gre
en, g
(s)
8.5
28.4
122.
88.
528
.428
.419
.644
.344
.319
.644
.3Ac
tuat
ed g
/C R
atio
0.07
0.23
1.00
0.07
0.23
0.23
0.16
0.36
0.36
0.16
0.36
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
235
827
1599
240
803
366
553
1264
550
559
1272
v/s
Rat
io P
rot
0.05
0.10
c0.0
8c0
.13
0.12
0.27
c0.2
0c0
.45
v/s
Rat
io P
erm
0.23
0.07
0.04
v/c
Rat
io0.
730.
420.
231.
150.
540.
310.
760.
750.
101.
231.
25U
nifo
rm D
elay
, d1
56.0
40.2
0.0
57.1
41.5
39.1
49.3
34.4
26.1
51.6
39.2
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
211
.10.
30.
310
6.1
0.8
0.5
5.9
4.1
0.4
118.
111
8.2
Del
ay (s
)67
.240
.50.
316
3.2
42.2
39.6
55.3
38.4
26.5
169.
715
7.5
Leve
l of S
ervi
ceE
DA
FD
DE
DC
FF
Appr
oach
Del
ay (s
)29
.176
.841
.816
1.2
Appr
oach
LO
SC
ED
F
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
94.0
HC
M L
evel
of S
ervi
ceF
HC
M V
olum
e to
Cap
acity
ratio
1.04
Actu
ated
Cyc
le L
engt
h (s
) 12
2.8
Sum
of l
ost t
ime
(s)
22.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
104.
3%IC
U L
evel
of S
ervi
ceG
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 3
Lane
Gro
upEB
TW
BLW
BTN
BLN
BTSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
862
7067
274
6924
14v/
c R
atio
0.69
0.24
0.42
0.14
0.10
0.04
0.02
Con
trol D
elay
27.0
12.9
16.2
19.9
6.5
19.1
12.3
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay27
.012
.916
.219
.96.
519
.112
.3Q
ueue
Len
gth
50th
(m)
67.1
6.0
38.6
8.0
0.4
2.5
0.4
Que
ue L
engt
h 95
th (m
)89
.410
.840
.517
.40.
06.
70.
4In
tern
al L
ink
Dis
t (m
)26
3.1
38.3
84.0
91.2
Turn
Bay
Len
gth
(m)
35.0
Base
Cap
acity
(vph
)16
2436
722
5153
967
654
368
8St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
0.53
0.19
0.30
0.14
0.10
0.04
0.02
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 4
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
758
1155
470
2658
142
171
5Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)6.
63.
06.
66.
26.
26.
26.
2La
ne U
til. F
acto
r0.
951.
000.
951.
001.
001.
001.
00Fr
t1.
001.
000.
991.
000.
861.
000.
89Fl
t Pro
tect
ed1.
000.
951.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)35
5417
7035
4117
0315
8718
0516
96Fl
t Per
mitt
ed1.
000.
181.
000.
751.
000.
711.
00Sa
td. F
low
(per
m)
3554
331
3541
1341
1587
1353
1696
Peak
-hou
r fac
tor,
PHF
0.25
0.90
0.56
0.79
0.75
0.58
0.78
0.25
0.65
0.70
0.25
0.50
Adj.
Flow
(vph
)0
842
2070
627
4574
465
244
10R
TOR
Red
uctio
n (v
ph)
02
00
60
039
00
60
Lane
Gro
up F
low
(vph
)0
860
070
666
074
300
248
0H
eavy
Veh
icle
s (%
)0%
1%11
%2%
1%0%
6%0%
3%0%
0%0%
Turn
Typ
ePe
rmpm
+pt
Perm
Perm
Prot
ecte
d Ph
ases
43
82
6Pe
rmitt
ed P
hase
s4
82
6Ac
tuat
ed G
reen
, G (s
)29
.938
.638
.634
.134
.134
.134
.1Ef
fect
ive
Gre
en, g
(s)
29.9
38.6
38.6
34.1
34.1
34.1
34.1
Actu
ated
g/C
Rat
io0.
350.
450.
450.
400.
400.
400.
40C
lear
ance
Tim
e (s
)6.
63.
06.
66.
26.
26.
26.
2Ve
hicl
e Ex
tens
ion
(s)
4.5
2.5
4.5
3.5
3.5
3.5
3.5
Lane
Grp
Cap
(vph
)12
4324
515
9953
563
354
067
6v/
s R
atio
Pro
tc0
.24
0.02
c0.1
90.
020.
00v/
s R
atio
Per
m0.
11c0
.06
0.02
v/c
Rat
io0.
690.
290.
420.
140.
050.
040.
01U
nifo
rm D
elay
, d1
23.8
14.9
15.8
16.4
15.7
15.7
15.5
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
21.
90.
50.
30.
50.
10.
20.
0D
elay
(s)
25.8
15.4
16.1
16.9
15.9
15.9
15.6
Leve
l of S
ervi
ceC
BB
BB
BB
Appr
oach
Del
ay (s
)25
.816
.116
.415
.8Ap
proa
ch L
OS
CB
BB
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
20.8
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.42
Actu
ated
Cyc
le L
engt
h (s
) 85
.5Su
m o
f los
t tim
e (s
)19
.4In
ters
ectio
n C
apac
ity U
tiliz
atio
n66
.3%
ICU
Lev
el o
f Ser
vice
CAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 5
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
809
00
379
172
264
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.93
0.92
0.92
0.80
0.69
0.80
Hou
rly fl
ow ra
te (v
ph)
870
00
474
249
330
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)14
721
2pX
, pla
toon
unb
lock
ed0.
810.
810.
81vC
, con
flict
ing
volu
me
870
1107
435
vC1,
sta
ge 1
con
f vol
vC2,
sta
ge 2
con
f vol
vCu,
unb
lock
ed v
ol35
760
10
tC, s
ingl
e (s
)4.
16.
86.
9tC
, 2 s
tage
(s)
tF (s
)2.
23.
53.
3p0
que
ue fr
ee %
100
2962
cM c
apac
ity (v
eh/h
)96
635
187
4
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
NB
2Vo
lum
e To
tal
435
435
237
237
249
330
Volu
me
Left
00
00
249
0Vo
lum
e R
ight
00
00
033
0cS
H17
0017
0017
0017
0035
187
4Vo
lum
e to
Cap
acity
0.26
0.26
0.14
0.14
0.71
0.38
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
041
.814
.2C
ontro
l Del
ay (s
)0.
00.
00.
00.
036
.911
.6La
ne L
OS
EB
Appr
oach
Del
ay (s
)0.
00.
022
.5Ap
proa
ch L
OS
C
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
6.
8In
ters
ectio
n C
apac
ity U
tiliz
atio
n 45
.4%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 6
Lane
Gro
upEB
TEB
RW
BLW
BTN
BLN
BRLa
ne G
roup
Flo
w (v
ph)
1025
6145
375
7956
v/c
Rat
io0.
700.
100.
170.
220.
110.
09C
ontro
l Del
ay23
.910
.711
.012
.820
.76.
6Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
0To
tal D
elay
23.9
10.7
11.0
12.8
20.7
6.6
Que
ue L
engt
h 50
th (m
)80
.33.
73.
618
.59.
20.
0Q
ueue
Len
gth
95th
(m)
103.
51.
76.
425
.615
.44.
7In
tern
al L
ink
Dis
t (m
)18
7.9
130.
210
0.4
Turn
Bay
Len
gth
(m)
23.0
20.0
Base
Cap
acity
(vph
)17
5575
535
523
4768
865
0St
arva
tion
Cap
Red
uctn
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
Red
uced
v/c
Rat
io0.
580.
080.
130.
160.
110.
09
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 7
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(vph
)93
319
3132
653
39Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
85.
83.
05.
86.
06.
0La
ne U
til. F
acto
r0.
951.
001.
000.
951.
001.
00Fr
t1.
000.
851.
001.
001.
000.
85Fl
t Pro
tect
ed1.
001.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)35
7415
0918
0535
0518
0516
15Fl
t Per
mitt
ed1.
001.
000.
141.
000.
951.
00Sa
td. F
low
(per
m)
3574
1509
265
3505
1805
1615
Peak
-hou
r fac
tor,
PHF
0.91
0.31
0.69
0.87
0.67
0.70
Adj.
Flow
(vph
)10
2561
4537
579
56R
TOR
Red
uctio
n (v
ph)
016
00
035
Lane
Gro
up F
low
(vph
)10
2545
4537
579
21H
eavy
Veh
icle
s (%
)1%
7%0%
3%0%
0%Tu
rn T
ype
Perm
pm+p
tPe
rmPr
otec
ted
Phas
es4
38
2Pe
rmitt
ed P
hase
s4
82
Actu
ated
Gre
en, G
(s)
35.0
35.0
41.9
41.9
32.4
32.4
Effe
ctiv
e G
reen
, g (s
)35
.035
.041
.941
.932
.432
.4Ac
tuat
ed g
/C R
atio
0.41
0.41
0.49
0.49
0.38
0.38
Cle
aran
ce T
ime
(s)
5.8
5.8
3.0
5.8
6.0
6.0
Vehi
cle
Exte
nsio
n (s
)4.
54.
52.
54.
53.
53.
5La
ne G
rp C
ap (v
ph)
1453
613
199
1706
679
608
v/s
Rat
io P
rot
c0.2
90.
01c0
.11
c0.0
4v/
s R
atio
Per
m0.
030.
100.
01v/
c R
atio
0.71
0.07
0.23
0.22
0.12
0.03
Uni
form
Del
ay, d
121
.315
.613
.912
.717
.517
.0Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
1.8
0.1
0.4
0.1
0.3
0.1
Del
ay (s
)23
.115
.714
.412
.817
.917
.1Le
vel o
f Ser
vice
CB
BB
BB
Appr
oach
Del
ay (s
)22
.713
.017
.5Ap
proa
ch L
OS
CB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
19.8
HC
M L
evel
of S
ervi
ceB
HC
M V
olum
e to
Cap
acity
ratio
0.43
Actu
ated
Cyc
le L
engt
h (s
) 86
.1Su
m o
f los
t tim
e (s
)17
.6In
ters
ectio
n C
apac
ity U
tiliz
atio
n44
.0%
ICU
Lev
el o
f Ser
vice
AAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 8
Lane
Gro
upW
BLW
BTW
BRN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
559
547
504
1112
381
1590
282
v/c
Rat
io0.
900.
910.
810.
440.
380.
630.
30C
ontro
l Del
ay48
.348
.936
.117
.02.
719
.82.
6Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
48.3
48.9
36.1
17.0
2.7
19.8
2.6
Que
ue L
engt
h 50
th (m
)11
0.5
110.
185
.551
.60.
083
.50.
0Q
ueue
Len
gth
95th
(m)
129.
8#1
85.1
91.0
54.8
8.1
99.2
13.0
Inte
rnal
Lin
k D
ist (
m)
74.0
281.
828
4.3
Turn
Bay
Len
gth
(m)
Base
Cap
acity
(vph
)62
160
262
125
1799
225
4292
6St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
0.90
0.91
0.81
0.44
0.38
0.63
0.30
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 9
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
00
752
046
50
901
305
014
7925
9Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
960.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
961.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)15
7314
9114
9050
8516
1551
3615
83Fl
t Per
mitt
ed0.
950.
961.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1573
1491
1490
5085
1615
5136
1583
Peak
-hou
r fac
tor,
PHF
0.92
0.92
0.92
0.78
0.92
0.72
0.92
0.81
0.80
0.92
0.93
0.92
Adj.
Flow
(vph
)0
00
964
064
60
1112
381
015
9028
2R
TOR
Red
uctio
n (v
ph)
00
00
1333
00
192
00
142
Lane
Gro
up F
low
(vph
)0
00
559
534
471
011
1218
90
1590
140
Hea
vy V
ehic
les
(%)
2%2%
2%9%
2%3%
2%2%
0%2%
1%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es8
26
Perm
itted
Pha
ses
88
26
Actu
ated
Gre
en, G
(s)
39.5
39.5
39.5
49.5
49.5
49.5
49.5
Effe
ctiv
e G
reen
, g (s
)39
.539
.539
.549
.549
.549
.549
.5Ac
tuat
ed g
/C R
atio
0.40
0.40
0.40
0.50
0.50
0.50
0.50
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Lane
Grp
Cap
(vph
)62
158
958
925
1779
925
4278
4v/
s R
atio
Pro
t0.
22c0
.31
v/s
Rat
io P
erm
0.36
0.36
0.32
0.12
0.09
v/c
Rat
io0.
900.
910.
800.
440.
240.
630.
18U
nifo
rm D
elay
, d1
28.4
28.5
26.8
16.3
14.4
18.5
14.0
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
218
.520
.110
.90.
60.
71.
20.
5D
elay
(s)
46.9
48.7
37.7
16.9
15.1
19.6
14.5
Leve
l of S
ervi
ceD
DD
BB
BB
Appr
oach
Del
ay (s
)0.
044
.616
.418
.9Ap
proa
ch L
OS
AD
BB
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
26.5
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.75
Actu
ated
Cyc
le L
engt
h (s
) 10
0.0
Sum
of l
ost t
ime
(s)
11.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
63.3
%IC
U L
evel
of S
ervi
ceB
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
0
Lane
Gro
upEB
LEB
TEB
RN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
482
459
449
980
1101
1732
843
v/c
Rat
io0.
800.
860.
830.
360.
810.
670.
68C
ontro
l Del
ay38
.645
.141
.714
.17.
118
.64.
3Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
38.6
45.1
41.7
14.1
7.1
18.6
4.3
Que
ue L
engt
h 50
th (m
)87
.187
.680
.742
.71.
094
.50.
0Q
ueue
Len
gth
95th
(m)
88.8
#145
.211
2.5
47.2
23.5
100.
818
.9In
tern
al L
ink
Dis
t (m
)97
.822
7.7
281.
8Tu
rn B
ay L
engt
h (m
)Ba
se C
apac
ity (v
ph)
695
612
622
2705
1353
2603
1237
Star
vatio
n C
ap R
educ
tn0
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
0St
orag
e C
ap R
educ
tn0
00
00
00
Red
uced
v/c
Rat
io0.
690.
750.
720.
360.
810.
670.
68
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
1
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)40
20
694
00
00
804
1013
014
5577
6Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
880.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
991.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)17
1514
9515
1950
8515
8348
9315
83Fl
t Per
mitt
ed0.
950.
991.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1715
1495
1519
5085
1583
4893
1583
Peak
-hou
r fac
tor,
PHF
0.70
0.92
0.85
0.92
0.92
0.92
0.92
0.82
0.92
0.92
0.84
0.92
Adj.
Flow
(vph
)57
40
816
00
00
980
1101
017
3284
3R
TOR
Red
uctio
n (v
ph)
06
60
00
00
511
00
395
Lane
Gro
up F
low
(vph
)48
245
344
30
00
098
059
00
1732
448
Hea
vy V
ehic
les
(%)
0%2%
1%2%
2%2%
2%2%
2%2%
6%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es4
26
Perm
itted
Pha
ses
44
26
Actu
ated
Gre
en, G
(s)
33.6
33.6
33.6
50.7
50.7
50.7
50.7
Effe
ctiv
e G
reen
, g (s
)33
.633
.633
.650
.750
.750
.750
.7Ac
tuat
ed g
/C R
atio
0.35
0.35
0.35
0.53
0.53
0.53
0.53
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
605
527
536
2705
842
2603
842
v/s
Rat
io P
rot
0.19
0.35
v/s
Rat
io P
erm
0.28
0.30
0.29
c0.3
70.
28v/
c R
atio
0.80
0.86
0.83
0.36
0.70
0.67
0.53
Uni
form
Del
ay, d
127
.828
.628
.212
.916
.616
.214
.6Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
7.2
13.1
10.0
0.4
4.8
1.4
2.4
Del
ay (s
)35
.041
.738
.213
.321
.517
.517
.0Le
vel o
f Ser
vice
CD
DB
CB
BAp
proa
ch D
elay
(s)
38.2
0.0
17.6
17.3
Appr
oach
LO
SD
AB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
22.2
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.76
Actu
ated
Cyc
le L
engt
h (s
) 95
.3Su
m o
f los
t tim
e (s
)11
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n90
.1%
ICU
Lev
el o
f Ser
vice
EAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
2
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
786
310
551
023
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.92
0.92
0.92
0.92
0.92
0.92
Hou
rly fl
ow ra
te (v
ph)
854
340
599
025
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)62
297
pX, p
lato
on u
nblo
cked
0.80
0.80
0.80
vC, c
onfli
ctin
g vo
lum
e88
811
7144
4vC
1, s
tage
1 c
onf v
olvC
2, s
tage
2 c
onf v
olvC
u, u
nblo
cked
vol
345
700
0tC
, sin
gle
(s)
4.1
6.8
6.9
tC, 2
sta
ge (s
)tF
(s)
2.2
3.5
3.3
p0 q
ueue
free
%10
010
097
cM c
apac
ity (v
eh/h
)96
329
786
3
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
Volu
me
Tota
l57
031
829
929
925
Volu
me
Left
00
00
0Vo
lum
e R
ight
034
00
25cS
H17
0017
0017
0017
0086
3Vo
lum
e to
Cap
acity
0.34
0.19
0.18
0.18
0.03
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
00.
7C
ontro
l Del
ay (s
)0.
00.
00.
00.
09.
3La
ne L
OS
AAp
proa
ch D
elay
(s)
0.0
0.0
9.3
Appr
oach
LO
SA
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
0.
2In
ters
ectio
n C
apac
ity U
tiliz
atio
n 32
.7%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
Lane
Gro
upEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
416
368
648
351
615
991
632
1695
165
446
1221
v/c
Rat
io1.
720.
440.
411.
460.
741.
651.
131.
310.
260.
800.
97C
ontro
l Del
ay37
4.4
42.5
0.8
269.
350
.232
2.6
125.
918
1.0
13.4
61.4
56.9
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay37
4.4
42.5
0.8
269.
350
.232
2.6
125.
918
1.0
13.4
61.4
56.9
Que
ue L
engt
h 50
th (m
)~8
0.2
42.4
0.0
~62.
876
.8~3
06.1
~95.
9~2
92.0
12.2
56.9
155.
9Q
ueue
Len
gth
95th
(m)
#110
.258
.00.
0#8
8.5
98.4
#353
.9#1
33.5
#296
.424
.766
.0#1
97.0
Inte
rnal
Lin
k D
ist (
m)
123.
226
3.1
284.
311
4.7
Turn
Bay
Len
gth
(m)
48.0
50.0
45.0
25.0
48.0
30.0
Base
Cap
acity
(vph
)24
282
715
8324
082
760
155
912
8964
255
912
59St
arva
tion
Cap
Red
uctn
00
00
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
00
00
0R
educ
ed v
/c R
atio
1.72
0.44
0.41
1.46
0.74
1.65
1.13
1.31
0.26
0.80
0.97
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 2
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)36
633
555
130
258
484
258
814
0713
735
782
919
5Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
54.
05.
55.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
970.
951.
000.
970.
951.
000.
970.
951.
000.
970.
95Fr
t1.
001.
000.
851.
001.
000.
851.
001.
000.
851.
000.
97Fl
t Pro
tect
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(pro
t)35
0235
7415
8334
6735
7416
1535
0235
7416
1535
0234
26Fl
t Per
mitt
ed0.
951.
001.
000.
951.
001.
000.
951.
001.
000.
951.
00Sa
td. F
low
(per
m)
3502
3574
1583
3467
3574
1615
3502
3574
1615
3502
3426
Peak
-hou
r fac
tor,
PHF
0.88
0.91
0.85
0.86
0.95
0.85
0.93
0.83
0.83
0.80
0.88
0.70
Adj.
Flow
(vph
)41
636
864
835
161
599
163
216
9516
544
694
227
9R
TOR
Red
uctio
n (v
ph)
00
00
022
80
059
022
0La
ne G
roup
Flo
w (v
ph)
416
368
648
351
615
763
632
1695
106
446
1199
0H
eavy
Veh
icle
s (%
)0%
1%2%
1%1%
0%0%
1%0%
0%2%
1%Tu
rn T
ype
Prot
Free
Prot
Perm
Prot
Perm
Prot
Prot
ecte
d Ph
ases
74
38
52
16
Perm
itted
Pha
ses
Free
82
Actu
ated
Gre
en, G
(s)
8.5
28.4
122.
88.
528
.428
.419
.644
.344
.319
.644
.3Ef
fect
ive
Gre
en, g
(s)
8.5
28.4
122.
88.
528
.428
.419
.644
.344
.319
.644
.3Ac
tuat
ed g
/C R
atio
0.07
0.23
1.00
0.07
0.23
0.23
0.16
0.36
0.36
0.16
0.36
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
242
827
1583
240
827
374
559
1289
583
559
1236
v/s
Rat
io P
rot
c0.1
20.
100.
100.
17c0
.18
c0.4
70.
130.
35v/
s R
atio
Per
m0.
41c0
.47
0.07
v/c
Rat
io1.
720.
440.
411.
460.
742.
041.
131.
310.
180.
800.
97U
nifo
rm D
elay
, d1
57.1
40.4
0.0
57.1
43.8
47.2
51.6
39.2
26.8
49.7
38.6
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
234
0.5
0.4
0.8
229.
63.
647
7.8
79.4
147.
30.
77.
819
.3D
elay
(s)
397.
640
.80.
828
6.8
47.5
525.
013
1.0
186.
627
.557
.557
.9Le
vel o
f Ser
vice
FD
AF
DF
FF
CE
EAp
proa
ch D
elay
(s)
126.
433
2.2
162.
057
.8Ap
proa
ch L
OS
FF
FE
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
176.
3H
CM
Lev
el o
f Ser
vice
FH
CM
Vol
ume
to C
apac
ity ra
tio1.
52Ac
tuat
ed C
ycle
Len
gth
(s)
122.
8Su
m o
f los
t tim
e (s
)22
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n11
5.2%
ICU
Lev
el o
f Ser
vice
HAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 3
Lane
Gro
upEB
LEB
TW
BLW
BTN
BLN
BTSB
LSB
TLa
ne G
roup
Flo
w (v
ph)
1963
014
513
4935
812
425
55v/
c R
atio
0.22
0.50
0.34
0.78
0.70
0.18
0.05
0.08
Con
trol D
elay
27.8
24.0
13.1
22.6
35.2
6.2
21.6
10.5
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay27
.824
.013
.122
.635
.26.
221
.610
.5Q
ueue
Len
gth
50th
(m)
2.4
46.1
13.0
102.
955
.61.
22.
91.
9Q
ueue
Len
gth
95th
(m)
5.7
64.7
21.0
109.
7#1
10.8
0.4
7.9
9.4
Inte
rnal
Lin
k D
ist (
m)
263.
138
.384
.091
.2Tu
rn B
ay L
engt
h (m
)32
.035
.0Ba
se C
apac
ity (v
ph)
103
1504
464
2094
509
675
478
652
Star
vatio
n C
ap R
educ
tn0
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
0St
orag
e C
ap R
educ
tn0
00
00
00
0R
educ
ed v
/c R
atio
0.18
0.42
0.31
0.64
0.70
0.18
0.05
0.08
Inte
rsec
tion
Sum
mar
y#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 4
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)12
527
2212
310
8610
347
596
1912
24Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)6.
66.
63.
06.
66.
26.
26.
26.
2La
ne U
til. F
acto
r1.
000.
951.
000.
951.
001.
001.
001.
00Fr
t1.
000.
991.
001.
001.
000.
861.
000.
89Fl
t Pro
tect
ed0.
951.
000.
951.
000.
951.
000.
951.
00Sa
td. F
low
(pro
t)18
0535
3918
0535
6518
0516
2318
0516
88Fl
t Per
mitt
ed0.
131.
000.
301.
000.
721.
000.
681.
00Sa
td. F
low
(per
m)
243
3539
572
3565
1370
1623
1287
1688
Peak
-hou
r fac
tor,
PHF
0.63
0.90
0.50
0.85
0.82
0.40
0.97
0.50
0.84
0.75
0.83
0.59
Adj.
Flow
(vph
)19
586
4414
513
2425
358
1011
425
1441
RTO
R R
educ
tion
(vph
)0
60
02
00
720
024
0La
ne G
roup
Flo
w (v
ph)
1962
40
145
1347
035
852
025
310
Hea
vy V
ehic
les
(%)
0%1%
0%0%
1%0%
0%0%
1%0%
0%0%
Turn
Typ
ePe
rmpm
+pt
Perm
Perm
Prot
ecte
d Ph
ases
43
82
6Pe
rmitt
ed P
hase
s4
82
6Ac
tuat
ed G
reen
, G (s
)32
.732
.744
.644
.634
.034
.034
.034
.0Ef
fect
ive
Gre
en, g
(s)
32.7
32.7
44.6
44.6
34.0
34.0
34.0
34.0
Actu
ated
g/C
Rat
io0.
360.
360.
490.
490.
370.
370.
370.
37C
lear
ance
Tim
e (s
)6.
66.
63.
06.
66.
26.
26.
26.
2Ve
hicl
e Ex
tens
ion
(s)
4.5
4.5
2.5
4.5
3.5
3.5
3.5
3.5
Lane
Grp
Cap
(vph
)87
1266
399
1740
510
604
479
628
v/s
Rat
io P
rot
0.18
0.04
c0.3
80.
030.
02v/
s R
atio
Per
m0.
080.
14c0
.26
0.02
v/c
Rat
io0.
220.
490.
360.
770.
700.
090.
050.
05U
nifo
rm D
elay
, d1
20.4
22.9
13.7
19.3
24.4
18.6
18.4
18.4
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
22.
20.
50.
42.
57.
90.
30.
20.
1D
elay
(s)
22.6
23.4
14.1
21.7
32.2
18.9
18.6
18.5
Leve
l of S
ervi
ceC
CB
CC
BB
BAp
proa
ch D
elay
(s)
23.4
21.0
28.8
18.5
Appr
oach
LO
SC
CC
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
22.9
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.74
Actu
ated
Cyc
le L
engt
h (s
) 91
.4Su
m o
f los
t tim
e (s
)12
.8In
ters
ectio
n C
apac
ity U
tiliz
atio
n93
.2%
ICU
Lev
el o
f Ser
vice
FAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 5
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
640
00
1041
178
218
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.89
0.92
0.92
0.87
0.76
0.83
Hou
rly fl
ow ra
te (v
ph)
719
00
1197
234
263
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)14
721
2pX
, pla
toon
unb
lock
ed0.
880.
860.
88vC
, con
flict
ing
volu
me
719
1317
360
vC1,
sta
ge 1
con
f vol
vC2,
sta
ge 2
con
f vol
vCu,
unb
lock
ed v
ol41
943
712
tC, s
ingl
e (s
)4.
16.
86.
9tC
, 2 s
tage
(s)
tF (s
)2.
23.
53.
3p0
que
ue fr
ee %
100
5072
cM c
apac
ity (v
eh/h
)10
0447
294
1
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
NB
2Vo
lum
e To
tal
360
360
598
598
234
263
Volu
me
Left
00
00
234
0Vo
lum
e R
ight
00
00
026
3cS
H17
0017
0017
0017
0047
294
1Vo
lum
e to
Cap
acity
0.21
0.21
0.35
0.35
0.50
0.28
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
021
.79.
2C
ontro
l Del
ay (s
)0.
00.
00.
00.
019
.910
.3La
ne L
OS
CB
Appr
oach
Del
ay (s
)0.
00.
014
.8Ap
proa
ch L
OS
B
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
3.
1In
ters
ectio
n C
apac
ity U
tiliz
atio
n 45
.3%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 6
Lane
Gro
upEB
TEB
RW
BLW
BTN
BLN
BRLa
ne G
roup
Flo
w (v
ph)
740
2474
949
213
99v/
c R
atio
0.60
0.04
0.22
0.59
0.30
0.14
Con
trol D
elay
24.5
11.4
12.3
18.0
18.5
4.6
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay24
.511
.412
.318
.018
.54.
6Q
ueue
Len
gth
50th
(m)
52.2
1.0
6.0
57.0
21.5
0.0
Que
ue L
engt
h 95
th (m
)71
.72.
112
.674
.440
.17.
0In
tern
al L
ink
Dis
t (m
)18
7.9
130.
210
0.4
Turn
Bay
Len
gth
(m)
23.0
20.0
Base
Cap
acity
(vph
)18
5584
641
725
5672
069
7St
arva
tion
Cap
Red
uctn
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
Red
uced
v/c
Rat
io0.
400.
030.
180.
370.
300.
14
Inte
rsec
tion
Sum
mar
y
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 7
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(vph
)67
311
6886
417
778
Idea
l Flo
w (v
phpl
)19
0019
0019
0019
0019
0019
00To
tal L
ost t
ime
(s)
5.8
5.8
3.0
5.8
6.0
6.0
Lane
Util
. Fac
tor
0.95
1.00
1.00
0.95
1.00
1.00
Frt
1.00
0.85
1.00
1.00
1.00
0.85
Flt P
rote
cted
1.00
1.00
0.95
1.00
0.95
1.00
Satd
. Flo
w (p
rot)
3574
1615
1805
3610
1787
1583
Flt P
erm
itted
1.00
1.00
0.23
1.00
0.95
1.00
Satd
. Flo
w (p
erm
)35
7416
1543
336
1017
8715
83Pe
ak-h
our f
acto
r, PH
F0.
910.
450.
920.
910.
830.
79Ad
j. Fl
ow (v
ph)
740
2474
949
213
99R
TOR
Red
uctio
n (v
ph)
010
00
059
Lane
Gro
up F
low
(vph
)74
014
7494
921
340
Hea
vy V
ehic
les
(%)
1%0%
0%0%
1%2%
Turn
Typ
ePe
rmpm
+pt
Perm
Prot
ecte
d Ph
ases
43
82
Perm
itted
Pha
ses
48
2Ac
tuat
ed G
reen
, G (s
)27
.527
.536
.336
.332
.132
.1Ef
fect
ive
Gre
en, g
(s)
27.5
27.5
36.3
36.3
32.1
32.1
Actu
ated
g/C
Rat
io0.
340.
340.
450.
450.
400.
40C
lear
ance
Tim
e (s
)5.
85.
83.
05.
86.
06.
0Ve
hicl
e Ex
tens
ion
(s)
4.5
4.5
2.5
4.5
3.5
3.5
Lane
Grp
Cap
(vph
)12
2555
429
516
3471
563
4v/
s R
atio
Pro
t0.
210.
02c0
.26
c0.1
2v/
s R
atio
Per
m0.
010.
100.
03v/
c R
atio
0.60
0.03
0.25
0.58
0.30
0.06
Uni
form
Del
ay, d
121
.817
.513
.516
.316
.414
.8Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
1.1
0.0
0.3
0.7
1.1
0.2
Del
ay (s
)23
.017
.513
.817
.017
.415
.0Le
vel o
f Ser
vice
CB
BB
BB
Appr
oach
Del
ay (s
)22
.816
.816
.7Ap
proa
ch L
OS
CB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
19.0
HC
M L
evel
of S
ervi
ceB
HC
M V
olum
e to
Cap
acity
ratio
0.45
Actu
ated
Cyc
le L
engt
h (s
) 80
.2Su
m o
f los
t tim
e (s
)11
.8In
ters
ectio
n C
apac
ity U
tiliz
atio
n49
.0%
ICU
Lev
el o
f Ser
vice
AAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 8
Lane
Gro
upW
BLW
BTW
BRN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
712
690
661
1503
349
1579
325
v/c
Rat
io1.
101.
131.
070.
590.
360.
630.
34C
ontro
l Del
ay97
.910
7.1
87.6
19.2
2.7
19.9
2.7
Que
ue D
elay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l Del
ay97
.910
7.1
87.6
19.2
2.7
19.9
2.7
Que
ue L
engt
h 50
th (m
)~1
75.0
~178
.5~1
56.6
77.0
0.0
82.9
0.0
Que
ue L
engt
h 95
th (m
)#2
45.1
#257
.0#2
31.3
91.9
8.0
98.7
13.8
Inte
rnal
Lin
k D
ist (
m)
74.0
281.
828
4.3
Turn
Bay
Len
gth
(m)
Base
Cap
acity
(vph
)64
561
161
625
4297
625
1794
8St
arva
tion
Cap
Red
uctn
00
00
00
0Sp
illbac
k C
ap R
educ
tn0
00
00
00
Stor
age
Cap
Red
uctn
00
00
00
0R
educ
ed v
/c R
atio
1.10
1.13
1.07
0.59
0.36
0.63
0.34
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 9
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)0
00
945
092
10
1428
279
014
3729
9Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
930.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
981.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)16
3315
2315
3451
3616
1550
8515
83Fl
t Per
mitt
ed0.
950.
981.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1633
1523
1534
5136
1615
5085
1583
Peak
-hou
r fac
tor,
PHF
0.92
0.92
0.92
0.89
0.92
0.92
0.92
0.95
0.80
0.92
0.91
0.92
Adj.
Flow
(vph
)0
00
1062
010
010
1503
349
015
7932
5R
TOR
Red
uctio
n (v
ph)
00
00
1010
00
176
00
164
Lane
Gro
up F
low
(vph
)0
00
712
680
651
015
0317
30
1579
161
Hea
vy V
ehic
les
(%)
2%2%
2%5%
0%0%
2%1%
0%2%
2%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es8
26
Perm
itted
Pha
ses
88
26
Actu
ated
Gre
en, G
(s)
39.5
39.5
39.5
49.5
49.5
49.5
49.5
Effe
ctiv
e G
reen
, g (s
)39
.539
.539
.549
.549
.549
.549
.5Ac
tuat
ed g
/C R
atio
0.40
0.40
0.40
0.50
0.50
0.50
0.50
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Lane
Grp
Cap
(vph
)64
560
260
625
4279
925
1778
4v/
s R
atio
Pro
t0.
29c0
.31
v/s
Rat
io P
erm
0.44
0.45
0.42
0.11
0.10
v/c
Rat
io1.
101.
131.
070.
590.
220.
630.
21U
nifo
rm D
elay
, d1
30.2
30.2
30.2
18.0
14.3
18.5
14.2
Prog
ress
ion
Fact
or1.
001.
001.
001.
001.
001.
001.
00In
crem
enta
l Del
ay, d
267
.377
.758
.01.
00.
61.
20.
6D
elay
(s)
97.6
107.
988
.219
.014
.919
.714
.8Le
vel o
f Ser
vice
FF
FB
BB
BAp
proa
ch D
elay
(s)
0.0
98.0
18.3
18.9
Appr
oach
LO
SA
FB
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
46.7
HC
M L
evel
of S
ervi
ceD
HC
M V
olum
e to
Cap
acity
ratio
0.85
Actu
ated
Cyc
le L
engt
h (s
) 10
0.0
Sum
of l
ost t
ime
(s)
11.0
Inte
rsec
tion
Cap
acity
Util
izat
ion
74.8
%IC
U L
evel
of S
ervi
ceD
Anal
ysis
Per
iod
(min
)15
c
Crit
ical
Lan
e G
roup
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
0
Lane
Gro
upEB
LEB
TEB
RN
BTN
BRSB
TSB
RLa
ne G
roup
Flo
w (v
ph)
350
338
315
1562
1407
1728
936
v/c
Rat
io0.
720.
750.
710.
521.
000.
600.
71C
ontro
l Del
ay36
.537
.636
.012
.532
.313
.64.
4Q
ueue
Del
ay0.
00.
00.
00.
00.
00.
00.
0To
tal D
elay
36.5
37.6
36.0
12.5
32.3
13.6
4.4
Que
ue L
engt
h 50
th (m
)57
.156
.449
.653
.9~6
0.6
64.0
0.0
Que
ue L
engt
h 95
th (m
)49
.388
.472
.690
.0#2
72.8
104.
419
.0In
tern
al L
ink
Dis
t (m
)97
.822
7.7
281.
8Tu
rn B
ay L
engt
h (m
)Ba
se C
apac
ity (v
ph)
770
713
694
2995
1400
2882
1317
Star
vatio
n C
ap R
educ
tn0
00
00
00
Spillb
ack
Cap
Red
uctn
00
00
00
0St
orag
e C
ap R
educ
tn0
00
00
00
Red
uced
v/c
Rat
io0.
450.
470.
450.
521.
000.
600.
71
Inte
rsec
tion
Sum
mar
y~
Vo
lum
e ex
ceed
s ca
paci
ty, q
ueue
is th
eore
tical
ly in
finite
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.#
95
th p
erce
ntile
vol
ume
exce
eds
capa
city
, que
ue m
ay b
e lo
nger
.
Que
ue s
how
n is
max
imum
afte
r tw
o cy
cles
.
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
1
Mov
emen
tEB
LEB
TEB
RW
BLW
BTW
BRN
BLN
BTN
BRSB
LSB
TSB
RLa
ne C
onfig
urat
ions
Volu
me
(vph
)31
70
388
00
00
1390
1294
015
2186
1Id
eal F
low
(vph
pl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Tota
l Los
t tim
e (s
)5.
55.
55.
55.
55.
55.
55.
5La
ne U
til. F
acto
r0.
950.
910.
950.
911.
000.
911.
00Fr
t1.
000.
940.
851.
000.
851.
000.
85Fl
t Pro
tect
ed0.
950.
971.
001.
001.
001.
001.
00Sa
td. F
low
(pro
t)17
1515
7515
3450
8516
1548
9315
83Fl
t Per
mitt
ed0.
950.
971.
001.
001.
001.
001.
00Sa
td. F
low
(per
m)
1715
1575
1534
5085
1615
4893
1583
Peak
-hou
r fac
tor,
PHF
0.58
0.92
0.85
0.92
0.92
0.92
0.92
0.89
0.92
0.92
0.88
0.92
Adj.
Flow
(vph
)54
70
456
00
00
1562
1407
017
2893
6R
TOR
Red
uctio
n (v
ph)
07
70
00
00
448
00
384
Lane
Gro
up F
low
(vph
)35
033
130
80
00
015
6295
90
1728
552
Hea
vy V
ehic
les
(%)
0%1%
0%0%
0%0%
2%2%
0%0%
6%2%
Turn
Typ
ePe
rmPe
rmPe
rmPe
rmPr
otec
ted
Phas
es4
26
Perm
itted
Pha
ses
44
26
Actu
ated
Gre
en, G
(s)
24.4
24.4
24.4
50.9
50.9
50.9
50.9
Effe
ctiv
e G
reen
, g (s
)24
.424
.424
.450
.950
.950
.950
.9Ac
tuat
ed g
/C R
atio
0.28
0.28
0.28
0.59
0.59
0.59
0.59
Cle
aran
ce T
ime
(s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehi
cle
Exte
nsio
n (s
)3.
03.
03.
03.
03.
03.
03.
0La
ne G
rp C
ap (v
ph)
485
445
434
2999
953
2886
934
v/s
Rat
io P
rot
0.31
0.35
v/s
Rat
io P
erm
0.20
0.21
0.20
c0.5
90.
35v/
c R
atio
0.72
0.74
0.71
0.52
1.01
0.60
0.59
Uni
form
Del
ay, d
127
.928
.127
.810
.517
.711
.211
.1Pr
ogre
ssio
n Fa
ctor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incr
emen
tal D
elay
, d2
5.2
6.6
5.3
0.7
30.8
0.9
2.7
Del
ay (s
)33
.134
.733
.011
.148
.512
.213
.9Le
vel o
f Ser
vice
CC
CB
DB
BAp
proa
ch D
elay
(s)
33.6
0.0
28.8
12.8
Appr
oach
LO
SC
AC
B
Inte
rsec
tion
Sum
mar
yH
CM
Ave
rage
Con
trol D
elay
23.1
HC
M L
evel
of S
ervi
ceC
HC
M V
olum
e to
Cap
acity
ratio
0.92
Actu
ated
Cyc
le L
engt
h (s
) 86
.3Su
m o
f los
t tim
e (s
)11
.0In
ters
ectio
n C
apac
ity U
tiliz
atio
n10
2.0%
ICU
Lev
el o
f Ser
vice
GAn
alys
is P
erio
d (m
in)
15c
C
ritic
al L
ane
Gro
up
2020
-04-
01
AVID
Hot
el D
evel
opm
ent,
Nor
th S
ervi
ce R
oad
Wes
t & Q
EW O
ff-R
amp,
Oak
ville
Sync
hro
7 -
Rep
ort
Tran
s-Pl
anPa
ge 1
2
Mov
emen
tEB
TEB
RW
BLW
BTN
BLN
BRLa
ne C
onfig
urat
ions
Volu
me
(veh
/h)
607
350
1219
033
Sign
Con
trol
Free
Free
Stop
Gra
de0%
0%0%
Peak
Hou
r Fac
tor
0.92
0.92
0.92
0.92
0.92
0.92
Hou
rly fl
ow ra
te (v
ph)
660
380
1325
036
Pede
stria
nsLa
ne W
idth
(m)
Wal
king
Spe
ed (m
/s)
Perc
ent B
lock
age
Rig
ht tu
rn fl
are
(veh
)M
edia
n ty
peN
one
Non
eM
edia
n st
orag
e ve
h)U
pstre
am s
igna
l (m
)62
297
pX, p
lato
on u
nblo
cked
0.87
0.90
0.87
vC, c
onfli
ctin
g vo
lum
e69
813
4134
9vC
1, s
tage
1 c
onf v
olvC
2, s
tage
2 c
onf v
olvC
u, u
nblo
cked
vol
349
492
0tC
, sin
gle
(s)
4.1
6.8
6.9
tC, 2
sta
ge (s
)tF
(s)
2.2
3.5
3.3
p0 q
ueue
free
%10
010
096
cM c
apac
ity (v
eh/h
)10
4845
494
2
Dire
ctio
n, L
ane
#EB
1EB
2W
B 1
WB
2N
B 1
Volu
me
Tota
l44
025
866
266
236
Volu
me
Left
00
00
0Vo
lum
e R
ight
038
00
36cS
H17
0017
0017
0017
0094
2Vo
lum
e to
Cap
acity
0.26
0.15
0.39
0.39
0.04
Que
ue L
engt
h 95
th (m
)0.
00.
00.
00.
00.
9C
ontro
l Del
ay (s
)0.
00.
00.
00.
09.
0La
ne L
OS
AAp
proa
ch D
elay
(s)
0.0
0.0
9.0
Appr
oach
LO
SA
Inte
rsec
tion
Sum
mar
yAv
erag
e D
elay
0.
2In
ters
ectio
n C
apac
ity U
tiliz
atio
n 37
.0%
ICU
Lev
el o
f Ser
vice
A
Anal
ysis
Per
iod
(min
)15
APPENDIX C Town of Oakville Zoning By-law 2014-014
Part 5
Parking, Loading, & Stacking Lane Provisions
Town of Oakville | Zoning By-law 2014-014Consolidated to March 19, 2018
Page 5-6
Table 5.2.1: Ratios of Minimum Number of Parking SpacesUse Minimum Number of Parking Spaces
a) not including any portables
b) For secondary schools, 4.0 per classroom, not including any portables
Open Space UsesAgriculture No minimum requirement
, to a maximum parking spaces
No minimum requirementNo minimum requirement
for any acces- uses
1.0 per holePark, privatePark, public
No minimum requirement
Hospitality Usesa) 1.0 per ; plus,b) 1.0 per 30.0 m outside of a
1.0 per 18.0 m Motor Vehicle Uses
1.0 per 100.0 m 1.0 per 100.0 m 1.0 per 100.0 m 1.0 per 100.0 m 1.0 per 100.0 m 1.0 per 100.0 m 1.0 per 100.0 m
Additional Regulations for Minimum Parking Ratios Table 5.2.1
1. Of the total number of parking spaces parking spaces required per dwelling parking spaces.
parking spaces shall be in accordance with
parking spaces for a multiple or shall only be required in a and shall be located on a parcel of land tied to a .
-
a) 1.0 per ; plus,b) 1.0 per 30.0 m outside of a p
Part 5
Parking, Loading, & Stacking Lane Provisions
Town of Oakville | Zoning By-law 2014-014Consolidated to March 19, 2018
Page 5-11
Table 5.4.1: Ratios of Minimum Number Bicycle Parking SpacesUse Minimum Number of Bicycle Parking Spaces
assisted living unit or dwelling unit
1.0 per dwellingRetail Uses
Service Commercial Uses
No minimum requirementNo minimum requirementNo minimum requirement
All other uses permitted in a under the Uses
Employment UsesAll uses permitted in a under the head-ing Employment UsesInstitutional and Community UsesArt gallery Marina No minimum requirement
of
and any portables.
any portables. All other uses permitted in a under the heading Institutional and Community Uses
of
Additional Regulations for Minimum Bicycle Parking Ratios Table 5.4.1
1. In a building assisted living units or dwelling units, the minimum number of bicycle parking spaces required shall be zero.
parking spaces -cle parking spaces required per dwellingbicycle parking spaces
3. In the Industrial E3 , the parking rate for the main permitted use shall apply to any occupied by a
on the . The ratio shall apply for all net used for a where the occupies
on the .
All uses permitted in a under the head-ing Employment Uses
p
APPENDIX D Hotel Proxy Sites, Parking Survey Results & Occupancy Data
Hot
el P
roxy
Site
s, P
arki
ng S
urve
y R
esul
ts
31-A
ug01
-Sep
14-S
ep15
-Sep
28-S
ep29
-Sep
Fai
rfie
ld In
nT
ime
0:00
3:00
0:00
0:00
0:00
Ave
rage
Roo
ms
65H
otel
Occ
upan
cy97
%77
%75
%91
%92
%86
%P
arki
ng S
uppl
y64
Occ
upie
d pa
rkin
g sp
aces
5641
4037
3642
Veh
icle
s pe
r ro
om0.
860.
630.
620.
570.
550.
6510
0% o
ccup
ancy
rat
e0.
890.
820.
820.
630.
600.
75
Hilt
on G
arde
nT
ime
0:00
3:00
6:00
3:00
0:00
0:00
Ave
rage
Roo
ms
127
Hot
el O
ccup
ancy
100%
100%
75%
75%
100%
61%
82%
Par
king
Sup
ply
122
Occ
upie
d pa
rkin
g sp
aces
106
114
8383
4656
88.4
0V
ehic
les
per
room
0.83
0.90
0.65
0.65
0.36
0.44
0.70
100%
occ
upan
cy r
ate
0.83
0.90
0.87
0.87
0.36
0.73
0.84
Ove
rall
Ave
rag
e R
ate
0.80
Dat
e
NO
TE
: Yel
low
hig
hlig
hted
dat
a no
t inc
lude
d in
ave
rage
cal
cula
tions
as
a bu
s de
liver
ed m
ost o
f the
occ
upan
ts
53.4%
61.2%
61.9%
67.0%
71.0%
77.8%
77.6%
81.5%
78.3%
74.1%
66.8%
52.3%
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
2019 M
onthly Average Occupan
cy Rate for Hotels in
Ontario
Source: Ontario M
inistry of Heritage, Sport, Tourism
and Culture In
dustries
http://w
ww.m
tc‐curren
tperform
ance.com/H
otel.aspx
2019