300-320 Moodie Drive Scope

Engineering

Land / Site Development

Municipal Infrastructure 4190, 4200, 4210, 4236 Fallowfield Environmental / Water Resources Traffic / Road and 2740 Cedarview Road Transportation Structural Transportation Impact Assessment

Recreational

Planning Land / Site Development

Planning Application Management

Municipal Planning Documents & Studies

Expert Witness (OMB) Wireless Industry

Landscape Architecture Urban Design & Streetscapes Open Space, Parks & Recreation Planning

Community & Residential Developments

Commercial & Institutional Sites

Environmental Restoration

4190, 4200, 4210, 4236 Fallowfield Road and 2740 Cedarview Road

Transportation Impact Assessment

Prepared By:

NOVATECH Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario K2M 1P6

June 2018

Novatech File: 113209 Ref: R-2018-063

Transportation Impact Assessment 2740 Cedarview Road

TABLE OF CONTENTS EXECUTIVE SUMMARY ...... I

1.0 INTRODUCTION ...... 1

2.0 PROPOSED DEVELOPMENT ...... 1

3.0 SCREENING ...... 2 3.1 SCREENING FORM ...... 2 4.0 SCOPING ...... 2 4.1 EXISTING CONDITIONS ...... 2 4.1.1 Roadways ...... 2 4.1.2 Intersections ...... 4 4.1.3 Driveways ...... 4 4.1.4 Pedestrian and Cycling Facilities ...... 5 4.1.5 Transit ...... 5 4.1.6 Existing Traffic Volumes ...... 6 4.1.7 Collision Records ...... 6 4.2 PLANNED CONDITIONS ...... 7 4.3 STUDY AREA AND TIME PERIODS ...... 7 4.4 EXEMPTIONS REVIEW ...... 8 5.0 FORECASTING ...... 9 5.1 DEVELOPMENT-GENERATED TRAFFIC ...... 9 5.1.1 Trip Generation ...... 9 5.1.2 Trip Distribution...... 10 5.2 BACKGROUND TRAFFIC ...... 11 5.2.1 General Background Growth Rate ...... 11 5.2.2 Other Area Development ...... 12 6.0 ANALYSIS ...... 16 6.1 DEVELOPMENT DESIGN ...... 16 6.1.1 Design for Sustainable Modes ...... 16 6.2 PARKING ...... 17 6.3 BOUNDARY STREETS ...... 17 6.4 ACCESS INTERSECTIONS DESIGN ...... 19 6.5 TRANSPORTATION DEMAND MANAGEMENT ...... 21 6.6 TRANSIT ...... 21 6.7 INTERSECTION DESIGN ...... 22 6.7.1 Existing Intersection MMLOS Analysis ...... 22 6.7.2 2023 Background Intersection Operations ...... 23 6.7.3 2028 Background Intersection Operations ...... 23 6.7.4 2023 Total Intersection Operations ...... 24 6.7.5 2028 Total Intersection Operations ...... 25 7.0 CONCLUSIONS AND RECOMMENDATIONS ...... 25

Novatech Page i

Transportation Impact Assessment 2740 Cedarview Road

Figures Figure 1: View of the Subject Site ...... 1 Figure 2: Proposed Site Plan ...... 3 Figure 3: OC Transpo Bus Stop Locations ...... 5 Figure 4: Existing Traffic Volumes ...... 6 Figure 5: Site Generated Traffic ...... 11 Figure 6: 2023 Background Growth ...... 12 Figure 7: 2028 Background Growth ...... 12 Figure 8: 2023 Other Development Traffic ...... 13 Figure 9: 2028 Other Development Traffic ...... 14 Figure 10: 2023 Background + Other Development Traffic ...... 14 Figure 11: 2028 Background + Other Development Traffic ...... 15 Figure 12: 2023 Total Traffic ...... 15 Figure 13: 2028 Total Traffic ...... 16 Figure 14: Fallowfield Road...... 17 Figure 15: Cedarview Road...... 18 Figure 16: Functional Design of Left Turn Lane...... 20

Tables Table 1: Reported Collisions ...... 7 Table 2: TIA Exemptions ...... 8 Table 3: TRANS Trip Generation ...... 9 Table 4: TRANS Person Trip Generation ...... 9 Table 5: Person Trips by Modal Share ...... 10 Table 6: Parking Requirement ...... 17 Table 7: Segment MMLOS Summary ...... 18 Table 8: Access Intersection Operations ...... 21 Table 9: Intersection MMLOS Summary...... 22 Table 10: 2023 Background Intersection Operations ...... 23 Table 11: 2028 Background Intersection Operations ...... 23 Table 12: 2023 Total Intersection Operations ...... 24 Table 13: 2028 Total Intersection Operations ...... 25

Appendices Appendix A: TIA Screening Form Appendix B: OC Transpo System Information Appendix C: Traffic Count and Signal Timing Data Appendix D: Collision Records Appendix E: Relevant Excerpts from Other Reports Appendix F: TDM Checklists Appendix G: Segment MMLOS Calculations Appendix H: OTM Traffic Signalization Warrants and MTO Left Turn Lane Warrants Appendix I: Synchro Analysis Reports Appendix J: Intersection MMLOS Calculations

Novatech Page ii

Transportation Impact Assessment 2740 Cedarview Road

EXECUTIVE SUMMARY

This Transportation Impact Assessment (TIA) report has been prepared in support of Official Plan Amendment, Zoning By-law Amendment and Site Plan Control applications for 4190, 4200, 4210, 4236 Fallowfield Road and 2740 Cedarview Road. 4190, 4200, 4236 Fallowfield Road and 2740 Cedarview Road are currently occupied by residential dwellings, while 4210 Fallowfield Road is currently vacant.

The subject site is surrounded by the following:

• Fallowfield Road and residential development to the north; • Cedarview Middle School (OCDSB) to the south; • Cedarview Road and residential development to the east; and • residential development to the west.

The subject site is designated as ‘General Urban Area’ on Schedule ‘B’ of the Official Plan. The subject site is designated as ‘General Urban Area’ on Schedule ‘B’ of the Official Plan. To permit the proposed development, an amendment to the South Nepean Secondary Plan Area 9 is required to re-designate the Site from Institutional/Office to Residential and to permit an increased density. An amendment to Zoning By-law 2008-250 is required to implement the intent of the Secondary Plan given that the lands are currently zoned Development Reserve (DR). The proposed Zoning By-law amendment is to rezone the Subject Site to Residential Fourth Density Subzone Y (R4Y) with an exception to permit the increased gross floor areas and heights of the accessory buildings. The proposed residential development conforms to the above zoning.

The proposed development consists of 194 dwelling units and 275 vehicular parking spaces. The proposed development is anticipated to be completed in one phase, with full occupancy by the year 2023. The existing accesses to the residential dwellings will be removed as part of this application. The proposed development will be served by two all-movement accesses along Fallowfield Road and Cedarview Road.

A boundary street review will be conducted for Fallowfield Road and Cedarview Road. The study area intersections include the proposed accesses, the signalized Fallowfield Road/Cedarview Road intersection, and the unsignalized Fallowfield Road/O’Keefe Court/Cobble Hill Drive intersection.

The selected time periods for the analysis are the weekday AM and PM peak hours, as they represent the ‘worst case’ combination of site generated traffic and adjacent street traffic. The analysis will be completed for the existing, 2023 build-out year and 2028 horizon year.

The conclusions and recommendations of this TIA can be summarized as follows:

Development Design and Parking • On-site pedestrian facilities will be provided between the main building entrances and the parking lot, as well as the existing pedestrian facilities along Fallowfield Road and Cedarview Road.

• Pedestrian pathways will be provided within the Fallowfield Road right-of-way (ROW) during the interim (prior to the Fallowfield Road widening), connecting the northern units to

Novatech Page I

Transportation Impact Assessment 2740 Cedarview Road

Fallowfield Road and the parking lot. It is anticipated that a maintenance and liability agreement will be required for the pathways within the ROW.

• OC Transpo bus stops #5452 and #1728 are located in the southeast and northwest corners of the signalized access to Cedarview Middle School (2760 Cedarview Road), at a walking distance of approximately 150m from the proposed development.

• All required TDM-supportive design and infrastructure measures in the TDM checklist are met.

• Fire access to the site will be provided through both the Fallowfield Road and Cedarview Road accesses.

• The proposed vehicular and bicycle parking meets the minimum requirement of the City’s Zoning By-law (ZBL).

Boundary Streets • Fallowfield Road currently meets the target BLOS, TkLOS and Auto LOS, however it does not meet the target PLOS. The target PLOS C is unachievable along roadways with an AADT greater than 3000 and an operational speed greater than 60km/hr.

• Based on the existing Annual Average Daily Traffic (AADT) and operating speed, the Desirable Cycling Facility Pre-Selection Nomograph in OTM Book 18 suggests a separated cycling facility along Fallowfield Road. Based on the foregoing, cycle tracks should be considered by the City of Ottawa when preparing the design for the Fallowfield Road widening.

• Cedarview Road currently meets the target BLOS, however it does not meet the target PLOS and Auto LOS. The gravel shoulder on the west side of Cedarview Road has a PLOS F and governs the analysis. An off-road pathway is currently provided on the east side of Cedarview Road, meeting the target PLOS C for this side of the road.

• Cedarview Road south of Fallowfield Road is classified as a major collector roadway and carries traffic from the fully built-out residential community to the south. As the residential community to the south is generally built-out, traffic along Cedarview Road south of Fallowfield Road is not anticipated to increase significantly. It is noteworthy that the major collector terminates at Fallowfield Road, where Cedarview Road transitions into an arterial roadway.

Access Design • The width and location of the Fallowfield Road access meets the minimum requirements of the City’s ZBL and Private Approach By-law.

• The width of the Cedarview Road access meets the minimum requirement of the ZBL, however the distance between the access and the road widening along Fallowfield Road does not meet the requirements of the Private Approach By-law. A waiver to the private approach by-law will be required for relief of the distance between the access and the road widening along Fallowfield Road.

Novatech Page II

Transportation Impact Assessment 2740 Cedarview Road

• A corner clearance of approximately 55m between the driveway and the existing Fallowfield Road/Cedarview Road intersection is provided, meeting Transportation Association of Canada (TAC) requirements.

• The proposed clear throat lengths at the driveways along Fallowfield Road and Cedarview Road meet TAC requirements.

• Based on the Ontario Traffic Manual (OTM) traffic signalization warrants, the proposed access along Fallowfield Road will only be 21% met by the 2028 horizon year.

• Based on the Ministry of Transportation of Ontario (MTO) left turn lane storage graphs, a 30m westbound left turn lane is recommended at the Fallowfield Road access.

• A road modification approval (RMA) package for the proposed westbound left turn lane at the Fallowfield Road access will be submitted under a separate cover.

• Under side street stop control the Fallowfield Road access is anticipated to operate with a LOS D during the weekday AM peak hour in 2023. By the 2028 horizon year, the Fallowfield Road access is anticipated to operate with a LOS F during the weekday AM peak hour. Since the background traffic projections are conservative and the OTM criteria for traffic signalization are only 21% met at the access, side street stop control is recommended.

Transportation Demand Management and Transit • To encourage travel by sustainable modes, the proponent agrees to unbundle parking cost from purchase price and provide a multimodal travel option information package to new residents.

• Based on the TRANS O-D Survey, and the available routes in the vicinity of the subject site, it is anticipated approximately half of the transit trips will use OC Transpo route 170, and the other half will use OC Transpo route 270. This results in an additional 20 transit trips on OC Transpo route 170, and 20 transit trips on OC Transpo Route 270 during the weekday AM and PM peak hours respectively.

Intersection Design • The Fallowfield Road/Cedarview Road intersection meets the target TkLOS and Auto LOS, however it does not meet the target PLOS and BLOS for the General Urban Area.

• Based on the Pedestrian Exposure to Traffic (PETSI) score, the Fallowfield Road/Cedarview Road intersection is operating with a PLOS E. Based on the Pedestrian Delay Evaluation Table, this intersection is operating with a PLOS D. A reduction in the crossing distance on all legs of the intersection would have the greatest improvement on the PETSI score and the Pedestrian Delay.

• The Fallowfield Road/Cedarview Road intersection is currently operating with a BLOS F. In conjunction with the separated cycling facility along Fallowfield Road, two-stage bike boxes and cross-rides should be considered at the Fallowfield Road/Cedarview Road intersection when preparing the design for the Fallowfield Road widening.

Novatech Page III

Transportation Impact Assessment 2740 Cedarview Road

• Based on the existing configuration (side street stop control), the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection is operating with an Auto LOS C during the AM peak hour and an Auto LOS D during the PM peak hour.

2023 Background Traffic • The study area intersections are anticipated to meet the target Auto LOS D under the weekday AM and PM peak hours.

2028 Background Traffic • The study area intersections are anticipated to operate with a LOS F during the weekday AM peak hour.

• To mitigate the failing operations at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection, a permitted and protected left turn phase and an increased cycle length is recommended during the AM Peak hour. To maintain traffic signal coordination, the cycle length at the Fallowfield Road/Cedarview Road intersection was also increased. The implementation of the aforementioned mitigation measures results in a LOS C at the Fallowfield Road/Cedarview Road intersection and a LOS D at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection.

2023 Total Traffic • The addition of site generated traffic is not anticipated to have a significant impact on the signalized intersections within the study area.

• The 95th percentile queue length on the northbound approach to the Fallowfield Road/ Cedarview Road intersection occurs during the AM peak hour and is anticipated to be approximately 55m, which extends past the proposed Cedarview Road access. However, the 50th percentile queue length is anticipated to be 35m, which does not block the proposed access. Based on the foregoing, traffic exiting left out of the Cedarview Road access may periodically rely on the courtesy of northbound traffic to perform a left turn out of the site.

• The Cedarview Road access is anticipated to be a secondary access, and the majority of traffic is anticipated to depart using the Fallowfield Road access. Based on the projected traffic volumes, only five vehicles are anticipated to make the left turn movement out of the Cedarview Road access during the AM peak hour, equating to approximately one vehicle every 12 minutes.

2028 Total Traffic • The addition of site generated traffic is not anticipated to have a significant impact on the signalized intersections within the study area.

• The 95th percentile and 50th percentile queue length on the northbound approach to the Fallowfield Road/Cedarview Road intersection during the AM peak hour is anticipated to increase to approximately 85m and 55m respectively.

Novatech Page IV

Transportation Impact Assessment 2740 Cedarview Road

1.0 INTRODUCTION

The subject site is surrounded by the following:

A view of the subject site is provided in Figure 1.

Figure 1: View of the Subject Site

SITE

2.0 PROPOSED DEVELOPMENT

Novatech Page 1

Transportation Impact Assessment 2740 Cedarview Road

amendment is to rezone the Subject Site to Residential Fourth Density Subzone Y (R4Y) with an exception to permit the increased gross floor areas and heights of the accessory buildings. The proposed residential development conforms to the above zoning.

3.0 SCREENING

3.1 Screening Form

The City’s 2017 TIA Guidelines identify three triggers for completing a TIA report, including trip generation, location, and safety. The criteria for each trigger are outlined in the City’s TIA Screening Form.

The proposed development satisfies all three triggers for completing a TIA. A copy of the TIA screening form is included in Appendix A.

4.0 SCOPING

4.1 Existing Conditions

4.1.1 Roadways

All roadways within the study area fall under the jurisdiction of the City of Ottawa. There are currently no area traffic management measures in place along any of the study area roadways.

Fallowfield Road is an arterial roadway that runs on an east-west alignment between McCaffrey Trail and Prince of Wales Drive. It has a two-lane undivided rural cross section with a posted speed limit of 60km/hr in the vicinity of the subject site. Fallowfield Road is classified as a truck route, allowing full loads. Annex 1 of the City of Ottawa’s Official Plan identifies a right-of-way (ROW) protection of 44.5m for Fallowfield Road between Strandherd Drive and Cedarview Road.

Cedarview Road runs on a north-south alignment between Baseline Road and 280m south of Cobble Hill Drive. It is classified as an arterial roadway north of Fallowfield Road, a major collector roadway between Fallowfield Road and Jockvale Road, a collector roadway between Jockvale Road and Kennevale Drive, and a local roadway south of Kennevale Drive. It has a two-lane undivided rural cross section with a posted speed limit of 40km/hr in the vicinity of the subject site. Cedarview Road is classified as a truck route, allowing partial loads north of Fallowfield Road. Annex 1 of the City of Ottawa’s Official Plan identifies a ROW protection of 26m for Cedarview Road between Fallowfield Road and Jockvale Road.

O’Keefe Court is a local roadway that generally runs on an east-west alignment between Fallowfield Road and approximately 700m west of Foxtail Avenue. It has a two-lane undivided rural cross section with a posted speed limit of 50km/hr.

Novatech Page 2

M:\2013\113209\CAD\Design\Figures\Traffic\113209 - Site Plan.dwg, 11x17 landscape, May 30, 2018 - 11:38am, bbyvelds

HP UP 4239

ACCESS ROUTE UP FIRE ACCESS ROUTE B

FALLOWFIELD ROAD FALLOWFIELD UP

B UP

FIRE ACCESS ROUTE UP B

CEDARVIEW MIDDLE UP

SCHOOL UP

T UP

4192 Engineers, Planners & Landscape Architects F S T W FIRE ACCESS ROUTE a e SHED u e c l i e s Ottawa, Ontario, Canada K2M 1P6 b t i p e s m h

i t 2 i o e l

0 UP e n

h w

T a

l n

o C

o UP ( ( a 6 6 w t 1 1 e p 3 3 c l

h ) m ) UP a

- 2 2 n T e 5 5 d n B 4 4

UP - UP - D

T 5 UP 9 . c r 8 6 o i

6 4 v UP m 7 3 e B T B 1490, 4200, 4210, 4236 FALLOWFIELD ROAD & 2740 CEDARVIEW SITE PLAN

JUNE 2018

T mh CEDARVIEW ROAD CEDARVIEW

mh T ROAD CEDARVIEW

1:1000 UP

UP UP T

UP UP 0 113209

FALLOWFIELD ROAD FALLOWFIELD SHT11X17.DWG - 279mmX432mm

20 UP

FIGURE 2 UP 30

40 PHEASANT RUN DRIVE RUN PHEASANT mh Transportation Impact Assessment 2740 Cedarview Road

Cobble Hill Drive is a local roadway that generally runs on a north-south alignment between Fallowfield Road and Cedarview Road. It has a two-lane undivided urban cross section with a regulatory speed limit of 50km/hr.

4.1.2 Intersections

Fallowfield Rd/Cedarview Rd

• Signalized intersection • Northbound/Eastbound/Westbound: one through lane, one right turn lane and one left turn lane • Southbound: one shared through/right turn lane and one left turn lane • A multi-use pathway connects to the intersection in the northwest and southeast corners

Fallowfield Rd/O’keefe Ct/Cobble Hill Dr

• Unsignalized intersection • Northbound: one approach lane • Southbound: one shared through/right turn lane and one left turn lane • Eastbound/westbound: one through lane, one right turn lane and one left turn lane • A pocket bike lane is provided on the westbound approach • A paved shoulder is provided on the eastbound approach

4.1.3 Driveways

In accordance with the City’s 2017 TIA guidelines, a review of adjacent driveways along the boundary roads are provided as follows:

Fallowfield Road, North Side: Fallowfield Road, South Side: • One driveway to residential dwelling at • Two driveways to residential dwelling at 4239 Fallowfield Road 4236 Fallowfield Road (to be removed) • Two driveways to residential dwelling at Cedarview Road, West Side: 4200 Fallowfield Road (to be removed) • Two driveways to residential dwelling at • One driveway to residential dwelling at 4192 2740 Cedarview Road (to be removed) Fallowfield Road

Novatech Page 4

Transportation Impact Assessment 2740 Cedarview Road

• Three driveways to Cedarview Middle • One driveway to residential dwelling at 4190 School at 2760 Cedarview Road Fallowfield Road (to be removed) (southernmost driveway is signalized) • One driveway to Cedarview Alliance Church at 2784 Cedarview Road

4.1.4 Pedestrian and Cycling Facilities

A multi-use pathway is provided on the north side of Fallowfield Road and the east side of Cedarview Road within the study area. Paved shoulders are provided along Fallowfield Road west of the subject site, and along Cedarview Road north of Fallowfield Road. Concrete sidewalks are provided along both sides of Cobble Hill Drive.

Fallowfield Road and Cedarview Road are identified as spine cycling routes in the City’s Ultimate Cycling Network.

4.1.5 Transit

OC Transpo bus stops #5452 and #1728 are located in the southeast and northwest corners of the signalized access to Cedarview Middle School (2760 Cedarview Road), at a walking distance of approximately 150m from the proposed development. OC Transpo bus stop #1709 is located along the east side of Cedarview Road adjacent to the site, at a legal walking distance of 150m using the legal crossing at Fallowfield Road. The location of these bus stops is shown in Figure 3.

Figure 3: OC Transpo Bus Stop Locations

#1709

SITE #5452

#1728

Novatech Page 5

Transportation Impact Assessment 2740 Cedarview Road

The aforementioned bus stops serve OC Transpo Route 170 and Route 270. OC Transpo Route 170 is a local route that travels between Fallowfield Transit Station and Barrhaven Centre Transit Station. This route operates all day, seven days a week. OC Transpo Route 270 is a peak period bus route that travels between Mackenzie King Transit Station and Maravista Drive. This route only operates during peak periods on weekdays. OC Transpo route information is included in Appendix B.

4.1.6 Existing Traffic Volumes

Weekday traffic counts were completed by the City of Ottawa to determine the existing pedestrian, cyclist and vehicular traffic volumes at the study area intersections. The traffic counts were completed on the following dates:

• Fallowfield Road/Cedarview Road February 11, 2016 • Fallowfield Road/O’keefe Court/Cobble Hill Drive August 11, 2016

Existing traffic volumes along the study area roadways are shown in Figure 4. Peak hour summary sheets of the above traffic counts are included in Appendix C.

Figure 4: Existing Traffic Volumes

7 59(148) 277(490) 150(63)

30(18) 549(233) 40(65) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

4.1.7 Collision Records

Historical collision data from the last five years was obtained from the City’s Public Works and Service Department for the study area intersections. Copies of the collision summary reports are included in Appendix D.

The collision data has been evaluated to determine if there are any identifiable collision patterns. The following Table 1 summarizes the number of collisions at each intersection from January 1, 2012 to December 31, 2016.

Novatech Page 6

Transportation Impact Assessment 2740 Cedarview Road

Table 1: Reported Collisions Intersection Number of Reported Collisions Fallowfield Road/Cedarview Road 25 Fallowfield Road/O’keefe Court/Cobble Hill Drive 1

Fallowfield Road/Cedarview Road A total of 25 collisions were reported at the Fallowfield Road/Cedarview Road intersection over the last five years. Twelve of the reported collisions were angle impacts, six were turning movement impacts, three were rear-end impacts, three were sideswipe impacts and one was a single vehicle impact.

Seven of the angle collisions involved a southbound through travelling vehicle and either an eastbound or westbound through travelling vehicle. Existing vegetation in the northwest corner of this intersection currently obstructs sightlines on the southbound and eastbound approach, and may contribute to the angle collision history at this intersection.

Fallowfield Road/O’keefe Court/Cobble Hill Drive Only one collision was reported at the Fallowfield Road/O’Keefe Court/Cobble Hill Drive intersection over the last five years. This collision was an angle impact between a southbound vehicle and an eastbound vehicle.

4.2 Planned Conditions

The City of Ottawa’s 2013 Transportation Master Plan (TMP) identifies a widening from two to four lanes along Fallowfield Road between Strandherd Road and Greenbank Road to provide capacity to serve growth in South Nepean. This project is identified in the TMP’s Network Concept, however it was not included in the 2031 Affordable Network. The Fallowfield Road, Cedarview Road to Woodroffe Avenue Environmental Study Report (ESR) was prepared by McCormick Rankin in October 1997. This provides a recommended alignment for the widening of Fallowfield Road from two to four lanes. It is understood that a preliminary design has been completed for Fallowfield Road near Strandherd Drive, however an update to the remainder of the design is required to meet current standards. The preferred alignment for Fallowfield Road, as presented in the 1997 ESR, is attached in Appendix E.

There are no transit, cycling or pedestrian projects planned along roadways within the study area.

Other study area developments that are likely to occur within this study’s horizon year include:

• the mixed-use development at 4401 Fallowfield Road; and • the Citi Gate Highway 416 Employment Lands.

Traffic generated by these developments are considered in Section 5.2.2 below.

4.3 Study Area and Time Periods

Novatech Page 7

Transportation Impact Assessment 2740 Cedarview Road

4.4 Exemptions Review

This module reviews possible exemptions from the final TIA, as outlined in the TIA Guidelines. The applicable exemptions for this site are shown in Table 2.

Table 2: TIA Exemptions Exemption Module Element Exemption Criteria Applies Design Review Component 4.1.2 No 4.1 Circulation and • Only required for site plans Access Development 4.1.3 Design New Street • Only required for plans of subdivision Yes Networks 4.2.1 • Only required for site plans No Parking Supply 4.2 4.2.2 Parking • Only required for site plans where parking Spillover Yes Parking supply is 15% below unconstrained demand Network Impact Component 4.5 • Not required for non-residential site plans Transportation All elements expected to have fewer than 60 employees No Demand and/or students on location at any given time Management 4.6 • Only required when the development relies 4.6.1 Neighbourhood on local or collector streets for access and Adjacent Yes Traffic Neighbourhoods total volumes exceed ATM capacity Management thresholds • Only required when proposed development 4.8 generates more than 200 person-trips during Network All elements Yes the peak hour in excess of the equivalent Concept volume permitted by the established zoning

The traffic count at the Fallowfield Road/Cedarview Road intersection suggests a two-way total of approximately 760 vehicles use Cedarview Road south of Fallowfield Road during the weekday AM and PM peak hours. The peak directional traffic volumes along Cedarview Road is approximately 585 vehicles (northbound) during the AM peak hour and 545 vehicles (southbound) during the PM peak hour. The lane capacity along Cedarview Road is estimated at 600 vehicles per hour per lane based on the City’s Trans long Range Transportation Model. Based on the foregoing, the peak directional traffic along Cedarview Road is operating with a volume to capacity ratio of 0.97 and 0.91 during the weekday AM and PM peak hours respectively.

Traffic generated by the proposed development is generally anticipated to arrive/depart to the north, east or west via the arterial roadways, with a small portion anticipated to arrive/depart to the south.

Novatech Page 8

Transportation Impact Assessment 2740 Cedarview Road

Of the traffic that will be added to Cedarview Road south of Fallowfield Road, the majority will travel opposite the peak directional flow (i.e. southbound during the AM peak and northbound during the PM peak) for a total of approximately 270 southbound during the AM peak hour and 225 northbound during the PM peak hour. This equates to a volume to capacity ratio of 0.45 and 0.38 during the weekday AM and PM peak hours respectively. Based on the foregoing, the traffic generated by the proposed development is not anticipated to have a significant impact on the existing vehicular operations along Cedarview Road south of Fallowfield Road, and Neighbourhood Traffic Management is proposed to be exempt from the required analysis in the TIA.

5.0 FORECASTING

5.1 Development-Generated Traffic

5.1.1 Trip Generation

Trips generated by the proposed development were estimated using the TRANS Trip Generation Manual prepared in 2009. Trips generated by the proposed development were calculated using the recommended trip generation rates presented in Table 3.18 of the TRANS report. The trip generation is based on the Suburban (outside the greenbelt) rates for High-rise condominiums (3+ floors). The directional splits are based on the blended splits presented in Table 3.17 of the report. The following table presents the trip generation based on the TRANS report.

Table 3: TRANS Trip Generation TRANS AM Peak PM Peak Land Use Units Rate IN OUT TOT IN OUT TOT High-rise Condominium 0.461 194 25 64 89 52 37 89 (3+ Floors) 1. Same for both AM and PM peak hour

The above trip generation was converted to person trips using the modal shares presented in Table 3.13 of the TRANS report.

Table 4: TRANS Person Trip Generation TRANS AM Peak PM Peak Land Use Auto Share IN OUT TOT IN OUT TOT High-rise Condominium 44%1 57 145 202 117 85 202 (3+ Floors) 1. Based on Suburban (outside the greenbelt) modal shares for the Apartment Land Use

The modal shares for the proposed development are anticipated to be consistent with the modal shares outlined in the 2011 TRANS O-D Survey Report, specific to the Nepean South Area. The modal shares applied to the proposed development have been derived based on all observed trips within the Nepean South Area, as well as trips departing during the AM peak and arriving during the PM peak. A full breakdown of the projected person trips by modal share are shown in the below table.

Novatech Page 9

Transportation Impact Assessment 2740 Cedarview Road

Table 5: Person Trips by Modal Share Modal AM Peak PM Peak Travel Mode Share IN OUT TOT IN OUT TOT Total Person Trips 57 145 202 117 85 202 Auto Driver 55% 31 80 111 64 47 111 Auto Passenger 15% 9 21 30 18 12 30 Transit 20% 11 29 40 23 17 40 Non-Auto 10% 6 15 21 12 9 21

5.1.2 Trip Distribution

The distribution of trips generated by the proposed development has been derived from existing traffic patterns along the roadways within the study area. The distribution of trips is based on the existing traffic volumes exiting the study area during the AM peak hour and arriving during the PM peak hour. For the purposes of the distribution, a 2014 traffic count at the Fallowfield Road/Strandherd Drive intersection was used to account for the traffic likely to arrive/depart to Highway 416 via Fallowfield Road. The assumed distribution of trips generated by the proposed development is summarized as follows:

• 50% to/from the west via Fallowfield Road • 25% to/from the east via Fallowfield Road • 15% to/from the north via Cedarview Road • 10% to/from the south via Cedarview Road

The above distribution is generally consistent with the assumed distribution in other area traffic studies (2838 Cedarview Transportation Impact Study prepared by Castleglenn Consultants Inc. in May 2010). The assignment of trips generated by the site to the proposed accesses has been derived based on the overall site lay-out, and can be summarized as follows:

• Fallowfield Road Access o All trips to/from the west via Fallowfield Road o 75% of trips to/from the east via Fallowfield Road o 75% of trips to/from the north via Cedarview Road • Cedarview Road Access o 25% of trips to/from the east via Fallowfield Road o 25% of trips to/from the north via Cedarview Road o All trips to/from the south via Cedarview Road

Site generated traffic volumes are shown in Figure 5.

Novatech Page 10

Transportation Impact Assessment 2740 Cedarview Road

Figure 5: Site Generated Traffic

6(12) 2(4)

10(6) 17(10) 8

5(3) 9 8(5)

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT 5.2 Background Traffic

5.2.1 General Background Growth Rate

A review of the City’s long-range transportation model and historical traffic counts was conducted to determine an appropriate background growth rate for the study area roadways.

The long-range transportation model suggests Fallowfield Road east of Cedarview Road will grow at a rate of 1-1.5% per year, while west of Cedarview will decrease by 1-2% per year. A review of the Annual Average Daily Traffic (AADT) based on a 2014 and 2016 traffic count at the Fallowfield Road/Cedarview Road intersection suggests Fallowfield Road has grown at a rate of 1% per year. A review of the long-range transportation model suggests Cedarview Road will grow at a rate of 0.5- 1% per year.

A background growth rate of 1% per year will be applied to Fallowfield Road, and Cedarview Road north of Fallowfield Road. As the residential community south of Fallowfield Road is generally built- out, no background growth has been applied to Cedarview Road south of Fallowfield Road. This is consistent with the Community Transportation Study (CTS) prepared for the Citi Gate Highway 416 Employment Lands prepared by Novatech in November 2012.

Background growth within the study area for the 2023 build-out and 2028 horizon years is shown in Figures 6 and 7.

Novatech Page 11

Transportation Impact Assessment 2740 Cedarview Road

Figure 6: 2023 Background Growth

7 62(156) 291(515) 150(63)

32(19) 577(245) 40(65) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Figure 7: 2028 Background Growth

7 65(163) 306(541) 150(63)

33(20) 606(257) 40(65) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT 5.2.2 Other Area Development

Other study area developments that are likely to occur within this study’s horizon year include:

• the mixed-use development at 4401 Fallowfield Road; and • the Citi Gate Highway 416 Employment Lands.

Novatech Page 12

Transportation Impact Assessment 2740 Cedarview Road

A CTS was prepared by IBI Group in January 2015 in support of the mixed-use development at 4401 Fallowfield Road. The CTS identified the development would be constructed in a single phase, with full occupancy anticipated by 2017. However, the development has not proceeded within the time- frame identified in the CTS. For the purposes of this analysis, the development at 4401 Fallowfield Road will be constructed prior to the 2023 build-out year. Relevant excerpts from the 4401 Fallowfield Road CTS are included in Appendix E.

A CTS was prepared by Novatech in November 2012 in support of the Citi Gate Highway 416 Employment Lands. The CTS suggested the development would start construction in 2014, and assumed an ultimate build-out period of 15 years. For the purposes of this analysis, it has been assumed that the ultimate Citi Gate retail, gas station, automobile sales and hotel development, and the interim office development will be fully built-out prior to the 2023 build-out year of the subject site. It has been assumed that the ultimate Citi Gate development will be built-out prior to the 2028 horizon year of the proposed development. Relevant excerpts from the Citi Gate Lands CTS are included in Appendix E.

Traffic generated by other developments within the study area for the 2023 build-out year and 2028 horizon year are shown in Figures 8 and 9. Background traffic volumes for 2023 and 2028 are shown in Figures 10 and 11. Total traffic volumes are shown in Figures 12 and 13.

Figure 8: 2023 Other Development Traffic

239(65) 12(38)

14(92) 51(195) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Novatech Page 13

Transportation Impact Assessment 2740 Cedarview Road

Figure 9: 2028 Other Development Traffic

512(109) 12(38)

14(92) 90(428) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Figure 10: 2023 Background + Other Development Traffic

7 62(156) 530(580) 162(101)

46(111) 628(440) 40(65) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Novatech Page 14

Transportation Impact Assessment 2740 Cedarview Road

Figure 11: 2028 Background + Other Development Traffic

7 65(163) 818(650) 162(101)

47(112) 696(685) 40(65) 8

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Figure 12: 2023 Total Traffic

7 62(156) 536(592) 164(105)

56(117) 645(450) 40(65) 8

9 5(3) 8(5)

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT

Novatech Page 15

Transportation Impact Assessment 2740 Cedarview Road

Figure 13: 2028 Total Traffic

7 65(163) 824(662) 164(105)

57(118) 713(695) 40(65) 8

9 5(3) 8(5)

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection 10 Unsignalized intersection PM SAT 6.0 ANALYSIS

6.1 Development Design

6.1.1 Design for Sustainable Modes

On-site pedestrian facilities will be provided between the main building entrances and the parking lot, as well as the existing pedestrian facilities along Fallowfield Road and Cedarview Road. Pedestrian pathways will be provided within the Fallowfield Road ROW during the interim (prior to the Fallowfield Road widening), connecting the northern units to Fallowfield Road and the parking lot. It is anticipated that a maintenance and liability agreement will be required for the pathways within the ROW.

Bicycle parking for the proposed development will be in accordance with the minimum requirement of the City’s Zoning By-law (ZBL), as described in Section 6.2. Bicycle parking will be provided underground as well as in two enclosures near the garbage facility at the southern limits of the subject site.

A review of the Transportation Demand Management (TDM) – Supportive Development Design and Infrastructure Checklist has been conducted. A copy of the TDM checklist is included in Appendix F. All required TDM-supportive design and infrastructure measures in the TDM checklist are met.

Novatech Page 16

Transportation Impact Assessment 2740 Cedarview Road

Fire access to the site will be provided through both the Fallowfield Road and Cedarview Road accesses. The proposed fire route is shown on the site plan in Figure 2.

6.2 Parking

The subject site is located in Area C on Schedule 1 and 1A of the City of Ottawa’s ZBL. Minimum vehicular and bicycle parking rates for the proposed development are identified in the ZBL, and are summarized in the following table.

Table 6: Parking Requirement Land Use Rate Units Requirement Provided Vehicle Parking Apartment 1.4 per Dwelling Unit1 194 272 275 Bicycle Parking Apartment 0.5 per Dwelling Unit 194 97 169 1. Combined 1.2 per dwelling unit for tenant and 0.2 per dwelling unit for visitor

Based on the foregoing table, the proposed vehicular and bicycle parking meets the minimum requirement of the ZBL. A total of 205 vehicular parking spaces will be provided at-grade, 29 of which will be for visitors. The remaining 70 vehicular parking spaces will be provided underground. A total of 104 bicycle parking spaces will be provided in the two enclosures near the southern limit of the site, while the remaining 65 spaces will be located underground.

6.3 Boundary Streets

This section provides a review of the boundary streets using complete streets principles. The Multi- Modal Level of Service (MMLOS) guidelines produced by IBI Group in 2015 were used to evaluate the LOS of the boundary roadways for each mode of transportation. Schedule B of the City of Ottawa’s Official Plan indicates Cedarview Road is located in the General Urban Area, while Fallowfield Road borders the General Urban and General Rural Areas. Photos of the boundary streets (provided by Google Streetview) are provided below.

Figure 14: Fallowfield Road

Novatech Page 17

Transportation Impact Assessment 2740 Cedarview Road

Figure 15: Cedarview Road

Target PLOS, BLOS, TLOS, TkLOS and Auto LOS for the study area roadways are based on the General Urban Area targets identified in Exhibit 22 of the MMLOS guidelines. The following table summarizes the findings of the MMLOS segment analysis. Detailed segment MMLOS calculations are included in Appendix G.

Table 7: Segment MMLOS Summary Segment PLOS BLOS TLOS TkLOS Auto LOS Fallowfield Road F F D C A Target C C - D D Cedarview Road F A D E E Target C C - - D

Fallowfield Road Fallowfield Road currently meets the target TkLOS and Auto LOS, however it does not meet the target PLOS and BLOS. It is anticipated that the City will implement improved pedestrian facilities through the Fallowfield Road widening project. It is noteworthy that the target PLOS C is unachievable along roadways with an AADT greater than 3000 and an operational speed greater than 60km/hr.

Based on the existing Average Annual Daily Traffic (AADT) and operating speed, the Desirable Cycling Facility Pre-Selection Nomograph in OTM Book 18 suggests a separated cycling facility along Fallowfield Road. Based on the foregoing, cycle tracks should be considered by the City of Ottawa when preparing the design for the Fallowfield Road widening. A copy of the OTM Book 18 Nomograph is included in Appendix G.

Cedarview Road Cedarview Road currently meets the target BLOS, however it does not meet the target PLOS and Auto LOS. The gravel shoulder on the west side of Cedarview Road has a PLOS F and governs the analysis. An off-road pathway is currently provided on the east side of Cedarview Road, meeting the target PLOS C for this side of the road.

Cedarview Road south of Fallowfield Road is classified as a major collector roadway and carries traffic from the fully built-out residential community to the south. As the residential community to the south is generally built-out, traffic along Cedarview Road south of Fallowfield Road is not anticipated

Novatech Page 18

Transportation Impact Assessment 2740 Cedarview Road

to increase significantly. It is noteworthy that the major collector terminates at Fallowfield Road, where Cedarview Road transitions into an arterial roadway.

6.4 Access Intersections Design

The proposed development will be served by two all movement accesses, one along Fallowfield Road and one along Cedarview Road. The Fallowfield Road access will be 6.7m in width and located approximately 75m from the western property line and 215m from the Cedarview Road ROW limit. The Cedarview Road access will be approximately 6.7m in width and located approximately 20m from the southern property line and 40m from the proposed road widening along Fallowfield Road.

The City of Ottawa’s ZBL identifies a minimum driveway width of 6.7m for a double traffic lane. The City of Ottawa’s Private Approach By-law identifies where a property abuts or is within 46m of an arterial roadway, a minimum distance of 45m is required between any access serving 200-299 parking spaces and any other access to the same property as well as the nearest intersecting street line. The width and location of the Fallowfield Road access meets the minimum requirements of the City’s ZBL and Private Approach By-law. The width of the Cedarview Road access meets the minimum requirement of the ZBL, however the distance between the access and the road widening along Fallowfield Road does not meet the requirements of the Private Approach By-law. A waiver to the private approach by-law will be required for relief of the distance between the access and the road widening along Fallowfield Road.

Figure 8.8.2 of the Transportation Association of Canada (TAC) Geometric Design Guidelines identifies a minimum corner clearance of 55m from a major intersection along a collector roadway. A corner clearance of approximately 55m between the driveway and the existing Fallowfield Road/Cedarview Road intersection is provided, meeting TAC requirements.

Table 8.9.3 of the TAC Geometric Design Guidelines identifies the following minimum clear throat lengths for driveways leading to a parking lot serving 100 to 200 apartment units:

• 25m for driveways along arterial roadways; and • 15m for driveways along collector roadways.

The proposed driveway along Fallowfield Road has a clear throat length of approximately 45m to the existing Fallowfield Road, and 35m to the proposed road widening. This will meet the TAC requirements pre and post Fallowfield Road widening. The proposed driveway along Cedarview Road has a clear throat length of 15m, meeting TAC requirements.

A review of Ontario Traffic Manual (OTM) criteria for traffic signalization warrants was conducted for the proposed access on Fallowfield Road. The signalization warrants are based on the future 2028 total traffic projections identified above. Based on the OTM traffic signalization warrants, the proposed access along Fallowfield Road will only be 21% met by the 2028 horizon year.

A review of Ministry of Transportation of Ontario (MTO) left turn lane warrants was conducted at the Fallowfield Road access. Based on the MTO left turn lane storage graphs, a 30m westbound left turn lane is recommended at the Fallowfield Road access. A functional design of the westbound left turn lane is included in Figure 16. A road modification approval (RMA) package for the proposed westbound left turn lane will be submitted under a separate cover.

Novatech Page 19

M:\2013\113209\CAD\Design\113209-FD.dwg, 113209-Fig16, Jun 05, 2018 - 10:52am, bbyvelds

GRAVEL SHOULDER PAVED SHOULDER HP GORE AREA 45cm YELLOW LINE SPACED 3.0m AT 45° RUN-OUT

105.00m

w UP

2.00m SHOULDER UP

3.50m LANE 3.50m LANE UP 2.00m SHOULDER B

UP UP 3.50m LANE 3.50m LANE PARALLEL

30.00m UP B

3.00m TURNING LANE UP FALLOWFIELD ROAD PROPOSED DEVELOPMENT

LEFT TURN ARROW (TYPICAL) UP TAPER 90.00m

B UP Engineers, Planners & Landscape Architects F S W T a e u c e l

i e UP s Ottawa, Ontario, Canada K2M 1P6 t b i p e s m h i T t 2 i o e l 0 e n

h w

a w

n l

o C

v o

( ( a 6 6 w t 1 1 e p 3 3 c l h ) ) a

- 2 2 n e 5 5 d n 4 4

g - - D 5 9 . c r 8 6 o i 6 4 v m

7 e 3 UP JUNE 2018

FALLOWFIELD ROAD

FUNCTIONAL DESIGN & 2740 CEDARVIEW ROAD T 4190, 4200, 4210, 4236

T UP

1 : 1000 T

m UP T 113209 B

UP UP

10 T

UP UP B T

B SHT11X17.DWG - 279mmX432mm 20

CEDARVIEW ROAD UP

mh T FIGURE 16

30 mh

T UP T

UP UP T

B UP Transportation Impact Assessment 2740 Cedarview Road

OTM traffic signalization warrants and MTO left turn lane warrants are included in Appendix H.

A review of the intersection operations at the proposed accesses was conducted for the 2023 and 2028 total traffic conditions, and are summarized in the following table. Detailed summary sheets are provided in Appendix I.

Table 8: Access Intersection Operations AM Peak PM Peak Intersection Delay LOS Mvmt Delay LOS Mvmt 2023 Total Fallowfield Road Access 30 sec D NB 17 sec C NB Cedarview Road Access 11 sec B EB 12 sec B EB 2028 Total Fallowfield Road Access 80 sec F NB 18 sec C NB Cedarview Road Access 11 sec B EB 12 sec B EB

Under side street stop control the Fallowfield Road access is anticipated to operate with a LOS D during the weekday AM peak hour in 2023. By the 2028 horizon year, the Fallowfield Road access is anticipated to operate with a LOS F during the weekday AM peak hour. The background traffic projections for the 2028 horizon year are based on a number of assumptions (i.e. 1% growth and full build-out of 4401 Fallowfield Road and the Citi Gate lands) and provide a highly conservative analysis. Since the background traffic projections are conservative and the OTM criteria for traffic signalization are only 21% met at the access, side street stop control is recommended.

6.5 Transportation Demand Management

A review of the Transportation Demand Management (TDM) Measures checklist was conducted and can be found in Appendix F. To encourage travel by sustainable modes, the proponent agrees to implement the following TDM measures from the checklist:

• unbundle parking cost from purchase price; and • provide a multimodal travel option information package to new residents.

6.6 Transit

Based on the trip generation presented in Section 5.1, the proposed development is anticipated to generate 40 transit trips (11 in, 29 out) during the AM peak hour and 40 transit trips (23 in, 17 out) during the PM peak hour.

The distribution of transit trips is based on the destinations of all observed trips from the South Nepean district during the AM peak hour, as identified in the 2011 TRANS O-D Survey. Based on the available routes in the vicinity of the subject site, it is anticipated approximately half of the transit trips will use OC Transpo route 170, and the other half will use OC Transpo route 270. This results in an additional 20 transit trips on OC Transpo route 170, and 20 transit trips on OC Transpo Route 270 during the weekday AM and PM peak hours respectively.

Novatech Page 21

Transportation Impact Assessment 2740 Cedarview Road

OC Transpo route 170 is a local route that provides all-day service, seven days a week. It runs on 15 minute headways between 7:00AM and 9:00AM, 30 minute headways between 9:00AM and 11:00PM, and 60 minute headways between 11:000PM and 7:00AM.

OC Transpo route 270 is a peak period route that provides peak period service on weekdays. It generally runs on 15 minute headways between 6:00AM and 8:00AM, and between 4:00PM and 6:00PM.

6.7 Intersection Design

6.7.1 Existing Intersection MMLOS Analysis

This section provides a review of the signalized study area intersections using complete streets principles. The MMLOS guidelines produced by IBI Group in October 2015 were used to evaluate the LOS of all study area intersections for each mode of transportation. As the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection is currently unsignalized, it has been exempt from this analysis. Schedule B of the City of Ottawa’s Official Plan indicates the Fallowfield Road/Cedarview Road intersection borders the General Urban and General Rural Areas. For the purposes of this analysis, the targets for this intersection are based on the General Urban Area.

Aerial photos of the study area intersections are provided in Section 4.1.2.

The following table summarizes the findings of the MMLOS intersection analysis. Detailed intersection MMLOS calculations are included in Appendix J.

Table 9: Intersection MMLOS Summary Segment PLOS BLOS TLOS TkLOS Auto LOS Fallowfield Road/ E F D C C Cedarview Road Target C C - D D

The Fallowfield Road/Cedarview Road intersection meets the target TkLOS and Auto LOS, however it does not meet the target PLOS and BLOS for the General Urban Area.

Based on the Pedestrian Exposure to Traffic (PETSI) score, the Fallowfield Road/Cedarview Road intersection is operating with a PLOS E. Based on the Pedestrian Delay Evaluation Table, this intersection is operating with a PLOS D. A reduction in the crossing distance on all legs of the intersection would have the greatest improvement on the PETSI score and the Pedestrian Delay.

This intersection is currently operating with a BLOS F. In conjunction with the separated cycling facility along Fallowfield Road, as identified in Section 6.3, two-stage bike boxes and cross-rides should be considered at the Fallowfield Road/Cedarview Road intersection when preparing the design for the Fallowfield Road widening.

A review of the existing vehicular operations was also conducted at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection. Based on the existing configuration (side street stop control),

Novatech Page 22

Transportation Impact Assessment 2740 Cedarview Road

this intersection is operating with an Auto LOS C during the AM peak hour and an Auto LOS D during the PM peak hour.

6.7.2 2023 Background Intersection Operations

Intersection capacity analysis has been completed for the 2023 background traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0).

The CTS prepared in support of the mixed-use development at 4401 Fallowfield Road suggests traffic signals will be warranted at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection based on background traffic conditions. For the purposes of this analysis it has been assumed that this intersection will be signalized prior to the 2023 build-out year of the subject site.

The results of the intersection capacity analysis are summarized in the following table. Detailed summary sheets are provided in Appendix I.

Table 10: 2023 Background Intersection Operations AM Peak PM Peak Intersection V/C V/C LOS Mvmt LOS Mvmt Ratio Ratio Fallowfield Road/ 0.78 C WBL 0.69 B WBT Cedarview Road Fallowfield Road/ O’keefe 0.67 B EBL 0.72 C SBL Court/ Cobble Hill Drive

Based on the foregoing, the study area intersections are anticipated to meet the target Auto LOS D under the weekday AM and PM peak hours.

6.7.3 2028 Background Intersection Operations

Intersection capacity analysis has been completed for the 2028 background traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0).

The results of the intersection capacity analysis are summarized in the following table. Detailed summary sheets are provided in Appendix I.

Table 11: 2028 Background Intersection Operations AM Peak PM Peak Intersection V/C V/C LOS Mvmt LOS Mvmt Ratio Ratio Fallowfield Road/ 1.00 F WBL 0.80 C WBT Cedarview Road Fallowfield Road/ O’keefe 1.03 F EBL 0.72 C SBL Court/ Cobble Hill Drive

Based on the foregoing, the study area intersections are anticipated to operate with a LOS F during the weekday AM peak hour. A review of OTM Book 12 left turn phase justification criteria (Section

Novatech Page 23

Transportation Impact Assessment 2740 Cedarview Road

3.5) was conducted for both study area intersections. Based on the OTM criteria, a protected phase is justified for the eastbound left turn movement at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection.

To mitigate the failing operations at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection, a permitted and protected eastbound left turn phase and an increased cycle length is recommended during the AM Peak hour. To maintain traffic signal coordination, the cycle length at the Fallowfield Road/Cedarview Road intersection was also increased. The implementation of the aforementioned mitigation measures results in a LOS C at the Fallowfield Road/Cedarview Road intersection and a LOS D at the Fallowfield Road/O’keefe Court/Cobble Hill Drive intersection. It is noteworthy that the above mitigation measures are anticipated to increase the 95th percentile queue on the westbound approach to the Fallowfield Road/O’Keefe Court/Cobble Hill Drive intersection, however queueing is not anticipated to block upstream intersections.

6.7.4 2023 Total Intersection Operations

Intersection capacity analysis has been completed for the 2023 total traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0).

The results of the intersection capacity analysis are summarized in the following table. Detailed summary sheets are provided in Appendix I.

Table 12: 2023 Total Intersection Operations AM Peak PM Peak Intersection V/C V/C LOS Mvmt LOS Mvmt Ratio Ratio Fallowfield Road/ 0.84 D WBL 0.70 B WBT Cedarview Road Fallowfield Road/ O’keefe 0.71 C EBL 0.72 C SBL Court/ Cobble Hill Drive

Based on the foregoing, the addition of site generated traffic is not anticipated to have a significant impact on the signalized intersections within the study area.

The 95th percentile queue length on the northbound approach to the Fallowfield Road/Cedarview Road intersection occurs during the AM peak hour and is anticipated to be approximately 55m, which extends past the proposed Cedarview Road access. However, the 50th percentile queue length is anticipated to be 35m, which does not block the proposed access. Based on the foregoing, traffic exiting the Cedarview Road access may periodically rely on the courtesy of northbound traffic to perform a left turn out of the site.

It is noteworthy that the Cedarview Road access is anticipated to be a secondary access, and the majority of traffic is anticipated to depart using the Fallowfield Road access. Based on the projected traffic volumes, only five vehicles are anticipated to make the left turn movement out of the Cedarview Road access during the AM peak hour, equating to approximately one vehicle every 12 minutes. As identified in Section 6.4, the proposed Cedarview Road access is anticipated to operate with a LOS B during the AM and PM peak hours.

Novatech Page 24

Transportation Impact Assessment 2740 Cedarview Road

6.7.5 2028 Total Intersection Operations

Intersection capacity analysis has been completed for the 2028 total traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0). The previously recommended permitted and protected eastbound left turn phasing and increased cycle length, as identified in Section 6.7.3, are assumed to be in place during the AM peak hour.

The results of the intersection capacity analysis are summarized in the following table. Detailed summary sheets are provided in Appendix I.

Table 13: 2028 Total Intersection Operations AM Peak PM Peak Intersection V/C V/C LOS Mvmt LOS Mvmt Ratio Ratio Fallowfield Road/ 0.75 C WBT 0.81 D EBT Cedarview Road Fallowfield Road/ O’keefe 0.89 D WBT 0.72 C SBL Court/ Cobble Hill Drive

Based on the foregoing, the addition of site generated traffic is not anticipated to have a significant impact on the signalized intersections within the study area.

The 95th percentile and 50th percentile queue length on the northbound approach to the Fallowfield Road/Cedarview Road intersection during the AM peak hour is anticipated to increase to approximately 85m and 55m respectively. Traffic exiting left out of the Cedarview Road access may periodically rely on the courtesy of northbound traffic to perform a left turn out of the site. As identified above, the Cedarview Road access is anticipated to be a secondary access and carry minimal traffic. As identified in Section 6.4, the proposed Cedarview Road access is anticipated to operate with a LOS B during the AM and PM peak hours.

7.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the foregoing, the conclusions and recommendations of this TIA can be summarized as follows:

• Pedestrian pathways will be provided within the Fallowfield Road right-of-way (ROW) during the interim (prior to the Fallowfield Road widening), connecting the northern units to Fallowfield Road and the parking lot. It is anticipated that a maintenance and liability agreement will be required for the pathways within the ROW.

Novatech Page 25

Transportation Impact Assessment 2740 Cedarview Road

• All required TDM-supportive design and infrastructure measures in the TDM checklist are met.

• Fire access to the site will be provided through both the Fallowfield Road and Cedarview Road accesses.

• The proposed vehicular and bicycle parking meets the minimum requirement of the City’s Zoning By-law (ZBL).

Access Design • The width and location of the Fallowfield Road access meets the minimum requirements of the City’s ZBL and Private Approach By-law.

• The proposed clear throat lengths at the driveways along Fallowfield Road and Cedarview Road meet TAC requirements.

Novatech Page 26

Transportation Impact Assessment 2740 Cedarview Road

• Based on the Ontario Traffic Manual (OTM) traffic signalization warrants, the proposed access along Fallowfield Road will only be 21% met by the 2028 horizon year.

• Based on the Ministry of Transportation of Ontario (MTO) left turn lane storage graphs, a 30m westbound left turn lane is recommended at the Fallowfield Road access.

• A road modification approval (RMA) package for the proposed westbound left turn lane at the Fallowfield Road access will be submitted under a separate cover.

Intersection Design • The Fallowfield Road/Cedarview Road intersection meets the target TkLOS and Auto LOS, however it does not meet the target PLOS and BLOS for the General Urban Area.

2023 Background Traffic • The study area intersections are anticipated to meet the target Auto LOS D under the weekday AM and PM peak hours.

Novatech Page 27

APPENDIX A

TIA Screening Form

Transportation Impact Assessment Screening Form City of Ottawa 2017 TIA Guidelines Screening Form

1. Description of Proposed Development

Municipal Address 2740 Cedarview Road 4190, 4200, 4210 and 4236 Fallowfield Road Descriptionof Location Southwest corner of the Fallowfield Road/Cedarview Road intersection Land Use Classification Residential Development Size (units) 194 units Development Size (m2) N/A Number of Accesses and Two accesses; one on Fallowfield Road and one on Locations Cedarview Road Phase of Development One Buildout Year 2023 If available, please attach a sketch of the development or site plan to this form.

2. Trip Generation Trigger

Considering the Development’s Land Use type and Size (as filled out in the previous section), please refer to the Trip Generation Trigger checks below.

Land Use Type Minimum Development Size Single-family homes 40 units Townhomes or apartments 90 units Office 3,500 m2 Industrial 5,000 m2 Fast-food restaurant or coffee shop 100 m2 Destination retail 1,000 m2 Gas station or convenience market 75 m2 * If the development has a land use type other than what is presented in the table above, estimates of person-trip generation may be made based on average trip generation characteristics represented in the current edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual.

Transportation Impact Assessment Screening Form If the proposed development size is greater than the sizes identified above, the Trip Generation Trigger is satisfied.

3. Location Triggers

Yes No Does the development propose a new driveway to a boundary street that is designated as part of the City’s Transit Priority, Rapid Transit or Spine Bicycle Networks?

Is the development in a Design Priority Area (DPA) or Transit-oriented X Development (TOD) zone?* *DPA and TOD are identified inthe City of Ottawa Official Plan (DPA in Section 2.5.1 and Schedules A and B; TOD in Annex 6). See Chapter 4 for a list of City of Ottawa Planning and Engineering documents that support the completion of TIA). If any of the above questions were answered with ‘Yes,’ the Location Trigger is satisfied.

4. Safety Triggers

Yes No Are posted speed limits on a boundary street are 80 km/hr or greater? X

Are there any horizontal/vertical curvatures on a boundary street limits X sight lines at a proposed driveway? Is the proposed driveway within the area of influence of an adjacent traffic signal or roundabout (i.e. within 300 m of intersection in rural conditions, or within 150 m of intersection in urban/ suburban conditions)? Is the proposed driveway within auxiliary lanes of an intersection?

Does the proposed driveway make use of an existing median break that X serves an existing site?

Is there is a documented history of traffic operations or safety concerns X on the boundary streets within 500 m of the development? Does the development include a drive-thru facility? X

If any of the above questions were answered with ‘Yes,’ the Safety Trigger is satisfied.

Transportation Impact Assessment Screening Form 5. Summary

Yes No

Does the development satisfy the Trip Generation Trigger? Does the development satisfy the Location Trigger? Does the development satisfy the Safety Trigger? If none of the triggers are satisfied, the TIA Study is complete. If one or more of the triggers is satisfied,the TIA Study must continue into the next stage (Screening and Scoping).

APPENDIX B

OC Transpo System Information

Subject Site

APPENDIX C

Traffic Count and Signal Timing Data

Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram CEDARVIEW RD @ FALLOWFIELD RD

Survey Date: Thursday, February 11, 2016 WO No: 35726 Start Time: 07:00 Device: Miovision

CEDARVIEW RD N

W E

624 0 S 176 448 Total 4 70 102 0 Heavy Vehicles 1 3 2 0 3 0 0 0 Cars 3 67 100 0 445

FALLOWFIELD RD 149 1 150

15 381 396 265 12 277 486 0 0 0 AM Period 54 5 59 Peak Hour: 30 1 29 1339 1015 07:45 08:45 0 0 0 549 17 532 823 30 853 619 40 2 38

159 0 113 267 191 Cars 10 0 2 1 11 Heavy 1 0 0 Vehicles 0 115 268 202 Total 169 585

754

Comments

2018-Apr-09 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram CEDARVIEW RD @ FALLOWFIELD RD

Survey Date: Thursday, February 11, 2016 WO No: 35726 Start Time: 07:00 Device: Miovision

CEDARVIEW RD N

W E

660 0 S 496 164 Total 13 331 152 0 Heavy Vehicles 0 2 0 0 2 0 0 0 Cars 13 329 152 0 162

FALLOWFIELD RD 62 1 63

13 530 543 478 12 490 701 0 0 0 PM Period 142 6 148 Peak Hour: 18 0 18 1180 859 16:45 17:45 0 0 0 233 2 231 475 4 479 316 65 0 65

536 0 39 82 92 Cars 8 0 1 1 2 Heavy 1 0 0 Vehicles 0 40 83 94 Total 544 217

761

Comments

2018-Apr-09 Page 4 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram FALLOWFIELD RD @ O'KEEFE CRT

Survey Date: Thursday, August 11, 2016 WO No: 36169 Start Time: 07:00 Device: Miovision

O'KEEFE CRT N

W E

56 0 S 34 22 Total 19 1 14 0 Heavy Vehicles 0 0 0 0 2 0 0 0 Cars 19 1 14 0 20

FALLOWFIELD RD 7 0 7

28 348 376 309 26 335 351 0 0 0 AM Period 8 1 9 Peak Hour: 13 2 11 809 829 07:30 08:30 0 0 0 419 18 401 439 19 458 453 21 3 18

27 0 20 2 24 Cars 4 0 2 0 1 Heavy 0 0 1 Vehicles 0 22 2 25 Total 31 49

Comments

2018-Apr-09 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram FALLOWFIELD RD @ O'KEEFE CRT

Survey Date: Thursday, August 11, 2016 WO No: 36169 Start Time: 07:00 Device: Miovision

O'KEEFE CRT N

W E

76 0 S 33 43 Total 16 4 13 0 Heavy Vehicles 0 0 0 0 3 1 0 0 Cars 16 4 13 0 40

FALLOWFIELD RD 15 2 17

21 497 518 473 19 492 529 2 1 1 PM Period 20 0 20 Peak Hour: 25 1 24 880 895 16:30 17:30 0 0 0 332 6 326 345 6 351 377 18 0 18

42 0 7 1 6 Cars 0 0 1 0 0 Heavy 0 0 1 Vehicles 0 8 1 6 Total 42 15

Comments

2018-Apr-09 Page 4 of 4 Traffic Signal Timing City of Ottawa, Transportation Services Department Traffic Signal Operations Unit

Intersection: Main: Fallowfield Side: Cedarview Controller: MS-3200 TSD: 5720 Author: Spencer Willows Date: 09-Apr-2018

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend Walk DW A+R 1 2 3 4 5 Cycle 85 FREE 85 FREE FREE

Offset 40 X 65 X X

EB Thru 48 min=46.7 47 min=46.7 min=46.7 7 21 3.7+3.0

WB Thru 48 min=46.7 47 min=46.7 min=46.7 7 21 3.7+3.0

NB Thru 37 max=31.8 38 max=31.8 max=31.8 7 14 3.0+3.8

SB Thru 37 max=31.8 38 max=31.8 max=31.8 7 14 3.0+3.8

Phasing Sequence‡

Plan: All *

Schedule

Weekday Weekend Time Plan Time Plan 0:15 4 0:15 4 6:30 1 8:00 5 9:00 2 22:00 4 15:00 3 18:30 2 22:00 4

Notes †: Time for each direction includes amber and all red intervals ‡: Start of first phase should be used as reference point for offset Asterisk (*) Indicates actuated phase (fp): Fully Protected Left Turn Pedestrian signal

Cost is $56.50 ($50 + HST)

APPENDIX D

Collision Records

Collision Main Detail Summary OnTRAC Reporting System FROM: 2012-01-01 TO: 2014-01-01 CEDARVIEW RD & FALLOWFIELD RD Former Municipality: Nepean Traffic Control: Traffic signal Number of Collisions: 9 IMPACT SURFACE VEHICLE No. DATE DAY TIME ENV LIGHT TYPE CLASS DIR COND'N MANOEUVRE VEHICLE TYPE FIRST EVENT PED 1 2012-03-05 Mo 18:21 Clear Dusk Turning P.D. only V1 E Dry Turning right Automobile, station Other motor vehicle 0 V2 W Dry Going ahead Passenger van Other motor vehicle

2 2012-05-23 We 18:24 Clear Daylight Angle Non-fatal V1 W Dry Going ahead Passenger van Other motor vehicle 0 V2 S Dry Going ahead Automobile, station Other motor vehicle

3 2012-06-14 Thu 18:00 Clear Daylight Angle Non-fatal V1 W Dry Going ahead Automobile, station Other motor vehicle 0 V2 S Dry Going ahead Passenger van Other motor vehicle

4 2012-06-16 Sat 20:18 Clear Dusk Turning Non-fatal V1 N Dry Turning left Automobile, station Cyclist 0 V2 S Dry Turning left Bicycle Other motor vehicle

5 2012-07-21 Sat 13:35 Clear Daylight Angle P.D. only V1 E Dry Going ahead Automobile, station Other motor vehicle 0 V2 S Dry Going ahead Automobile, station Other motor vehicle V3 N Dry Slowing or Automobile, station Other motor vehicle

6 2012-07-23 Mo 18:20 Clear Daylight Angle P.D. only V1 E Dry Turning right Truck and trailer Other motor vehicle 0 V2 N Dry Turning left Automobile, station Other motor vehicle 7 2013-01-17 Thu 12:25 Clear Daylight Angle P.D. only V1 W Dry Turning left Automobile, station Other motor vehicle 0 V2 N Dry Turning left Automobile, station Other motor vehicle

8 2013-09-10 Tue 20:16 Fog, Dark Turning P.D. only V1 W Dry Turning left Automobile, station Other motor vehicle 0 V2 E Dry Going ahead Passenger van Other motor vehicle

9 2013-10-10 Thu 20:07 Clear Dark Angle P.D. only V1 E Dry Going ahead Automobile, station Other motor vehicle 0 V2 S Dry Going ahead Pick-up truck Other motor vehicle

(Note: Time of Day = "00:00" represents unknown collision time Monday, April 09, 2018 Page 1 of 1 City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2014 To: December 31, 2016 Location: CEDARVIEW RD @ FALLOWFIELD RD Traffic Control: Traffic signal Total Collisions: 16 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2016-Jun-27, Mon,14:50 Clear Angle P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle South Unknown Unknown Other motor vehicle

2016-Feb-25, Thu,18:49 Snow Rear end Non-fatal injury Slush North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2016-Feb-22, Mon,13:47 Clear Sideswipe Non-fatal injury Dry North Changing lanes Passenger van Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle

2016-Jan-11, Mon,17:30 Clear Other P.D. only Wet North Reversing Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2016-Jan-06, Wed,07:26 Clear Turning movement P.D. only Dry South Turning left Passenger van Other motor vehicle North Going ahead Pick-up truck Other motor vehicle

2015-Oct-31, Sat,01:40 Clear Turning movement P.D. only Dry South Turning left Passenger van Other motor vehicle

Monday, April 09, 2018 Page 1 of 3 North Going ahead Automobile, Other motor station wagon vehicle

2015-Jul-01, Wed,07:35 Rain Angle P.D. only Wet North Turning left Truck and trailer Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

2015-Jun-23, Tue,08:00 Clear Rear end P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle West Turning right Pick-up truck Other motor vehicle

2015-Apr-12, Sun,13:48 Clear Sideswipe Non-fatal injury Dry South Turning left Automobile, Cyclist station wagon South Turning left Bicycle Other motor vehicle

2014-Oct-22, Wed,14:00 Clear Angle P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2014-Oct-11, Sat,22:48 Clear Turning movement P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2014-Oct-05, Sun,17:28 Clear Angle P.D. only Dry South Going ahead Passenger van Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

2014-Aug-04, Mon,11:48 Clear Angle Non-fatal injury Dry West Going ahead Pick-up truck Other motor vehicle

Monday, April 09, 2018 Page 2 of 3 North Going ahead Pick-up truck Other motor vehicle

2014-Aug-02, Sat,13:04 Clear Rear end P.D. only Dry West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle

2014-Apr-04, Fri,07:39 Clear Angle Non-fatal injury Dry West Going ahead Automobile, Other motor station wagon vehicle South Going ahead Passenger van Other motor vehicle

2014-Feb-11, Tue,17:00 Clear Sideswipe P.D. only Dry West Overtaking Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle

Monday, April 09, 2018 Page 3 of 3 City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2014 To: December 31, 2016 Location: FALLOWFIELD RD @ O'KEEFE CRT Traffic Control: Stop sign Total Collisions: 1 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2015-Sep-28, Mon,07:47 Clear Angle P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle East Going ahead Pick-up truck Other motor vehicle

Monday, April 09, 2018 Page 1 of 1

APPENDIX E

Relevant Excerpts from Other Reports

FOXTAIL AVENUE

351 (71) O’KEEFE COURT 351 (71) 181 (44) STOP 532 (115) 94 (28) STOP 57 (297) STOP 88 (439) 175 (35) 46 (228) 172 (35) 42 (211) 97 (24) 14 (92) 33 (136) 31 (142) 57 (297)

360 (79) ACCESS 3 ACCESS 1

COBBLE HILL DRIVE

CEDARVIEW ROAD 97 (24) 42 (211)

ACCESS 2 (RIRO)

T S 21 (94) OP 360 (79)

FALLOWFIELD ROAD 49 (225) 14 (80) 81 (21)

FALLOWFIELD ROAD 280 (59)

STRANDHERD DRIVE LEGEND XX (XX) - AM (PM) PEAK HOUR TRAFFIC VOLUMES

EXHIBIT 8 4401 Falloweld Road - Highway 416 Lands Site Generated Peak Hour 33453 Transportation Impact Study JANUARY 2015 Tra c Volumes NTS

APPENDIX F

TDM Checklists

APPENDIX G

Segment MMLOS Analysis

Segment MMLOS Analysis 2740 Cedarview Road

Pedestrian Level of Service (PLOS) Avg. Daily Curb Presence of Sidewalk Boulevard Operating Segment Lane Traffic On-Street Width Width Speed1 PLOS Volume Parking Fallowfield Road (North Side)

2.0m3 None >3,000 vpd No >60 km/hr F

Fallowfield Road (South Side)

2.0m3 None >3,000 vpd No >60 km/hr F

Cedarview Road (East Side) >50 or 60 2.0m2 >2.0m >3,000 vpd No C km/hr Cedarview Road (West Side) >50 or 60 2.0m3 None >3,000 vpd No F4 km/hr 1. Operating speed based on 10km/hr above posted speed limit 2. Off-road Pathway 3. Gravel Shoulder 4. Adjusted downward for rural conditions

Bicycle Level of Service (BLOS) Road Bike Type of Travel Centerline Operating Segment Class Route Bikeway Lanes Markings Speed1 BLOS Fallowfield Road Mixed Arterial Spine 2 N/A >60 km/hr F Traffic Cedarview Road Major Separated Spine 2 N/A 50 km/hr A Collector Facility 1. Operating speed based on 10km/hr above posted speed limit

Transit Level of Service (TLOS) Level/Exposure to Congestion Delay, Friction and Incidents Facility Type Segment TLOS Incident Congestion Friction Potential Fallowfield Road

Mixed Traffic Yes Low Medium D

Cedarview Road

Mixed Traffic Yes Low Medium D

Novatech

Segment MMLOS Analysis 2740 Cedarview Road

Truck Level of Service (TkLOS) Number of Travel Lanes Curb Lane Width Segment TkLOS (Per Direction) Fallowfield Road

≤3.5m 2 C

Cedarview Road

≤3.2m 2 D

Auto LOS Traffic Volumes V/C Ratio and LOS Directional Auto Direction AM PM AM Peak PM Peak Capacity1 LOS Peak Peak v/c LOS v/c LOS Fallowfield Road

EB 1200vph 619 316 0.52 A 0.26 A A WB 1200vph 396 543 0.33 A 0.45 A

Cedarview Road

NB 600vph 585 217 0.98 E 0.36 A E SB 600vph 169 544 0.28 A 0.91 E

1. Typical lane capacity based on the City`s guidelines for the TRANS long-range transportation model

Novatech

Segment MMLOS Analysis 2740 Cedarview Road

Segment MMLOS Summary

Fallowfield Road Cedarview Road Segment North South East West Sidewalk Width 2.0m 2.0m 2.0m 2.0m Boulevard Width None None >2.0m None

Average Daily Curb Lane Traffic >3000vpd >3000vpd >3000vpd >3000vpd Volume On-Street Parking No No No No >50-60 >50-60

Pedestrian Operating Speed >60 km/h >60 km/h km/hr km/hr Level of Service F F C F Target C

Road Classification Arterial Major Collector Bike Route Classification Spine Spine

Type of Bikeway Mixed Traffic Separated Facility

Travel Lanes 2 2

Centerline Markings N/A N/A Cyclist Operating Speed 60 km/h 50 km/hr Level of Service F A Target C

Facility Type Mixed Traffic Mixed Traffic

Friction/Congestion/Incident Potential Limited Limited

Level of Service D D Transit Target - Lane Width ≤3.5m ≤3.2m Travel Lanes (per direction) 1 1

Truck Level of Service C E Target D - Volume 619 vph 585 vph

Capacity 1200 vph 600 vph

Volume to Capacity Ratio 0.52 0.98 Auto Level of Service A E Target D

Novatech

APPENDIX H

OTM Traffic Signalization Warrants and MTO Left Turn Lane Warrants

APPENDIX I

Synchro Analysis Reports

3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak Existing Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 549 40 59 277 150 115 268 202 102 70 4 Future Volume (vph) 30 549 40 59 277 150 115 268 202 102 70 4 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1719 0 Flt Permitted 0.541 0.269 0.704 0.500 Satd. Flow (perm) 956 1767 1442 453 1750 1532 1254 1820 1436 892 1719 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 167 210 3 Link Speed (k/h) 60 60 40 40 Link Distance (m) 581.5 457.0 207.4 304.3 Travel Time (s) 34.9 27.4 18.7 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 33 610 44 66 308 167 128 298 224 113 78 4 Shared Lane Traffic (%) Lane Group Flow (vph) 33 610 44 66 308 167 128 298 224 113 82 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak Existing Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.49 0.36 0.36 0.36 0.36 0.36 v/c Ratio 0.07 0.71 0.06 0.30 0.36 0.20 0.29 0.46 0.35 0.36 0.13 Control Delay 12.3 22.9 3.6 17.9 15.2 2.7 21.9 24.0 5.3 24.3 18.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 22.9 3.6 17.9 15.2 2.7 21.9 24.0 5.3 24.3 18.7 LOS B C A B B A C C A C B Approach Delay 21.1 11.7 17.1 21.9 Approach LOS C B B C Queue Length 50th (m) 2.7 74.2 0.0 6.2 29.8 0.0 14.7 36.7 1.5 13.3 8.5 Queue Length 95th (m) 7.4 113.1 4.6 15.8 47.7 9.3 28.1 58.9 15.5 27.2 17.9 Internal Link Dist (m) 557.5 433.0 183.4 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 464 858 725 220 850 830 445 646 645 316 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.71 0.06 0.30 0.36 0.20 0.29 0.46 0.35 0.36 0.13 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 40 (47%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak Existing Traffic

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 419 21 9 335 7 22 2 25 14 1 19 Future Volume (Veh/h) 13 419 21 9 335 7 22 2 25 14 1 19 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 14 466 23 10 372 8 24 2 28 16 1 21 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 380 489 908 894 466 915 909 372 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 380 489 908 894 466 915 909 372 tC, single (s) 4.2 4.2 7.2 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.3 2.3 3.6 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 90 99 95 93 100 97 cM capacity (veh/h) 1111 1029 236 276 592 238 271 678 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 SB 2 Volume Total 14 466 23 10 372 8 54 16 22 Volume Left 14 0 0 10 0 0 24 16 0 Volume Right 0 0 23 0 0 8 28 0 21 cSH 1111 1700 1700 1029 1700 1700 345 238 635 Volume to Capacity 0.01 0.27 0.01 0.01 0.22 0.00 0.16 0.07 0.03 Queue Length 95th (m) 0.3 0.0 0.0 0.2 0.0 0.0 4.2 1.6 0.8 Control Delay (s) 8.3 0.0 0.0 8.5 0.0 0.0 17.3 21.2 10.9 Lane LOS A A C C B Approach Delay (s) 0.2 0.2 17.3 15.2 Approach LOS CC Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak Existing Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 233 65 148 490 63 40 83 94 152 331 13 Future Volume (vph) 18 233 65 148 490 63 40 83 94 152 331 13 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.850 0.850 0.995 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 1802 1547 1662 1784 1517 1679 1802 1517 1729 1792 0 Flt Permitted 0.316 0.587 0.403 0.697 Satd. Flow (perm) 575 1802 1514 1027 1784 1517 712 1802 1517 1269 1792 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 72 65 104 3 Link Speed (k/h) 60 60 40 40 Link Distance (m) 581.5 457.0 207.4 304.3 Travel Time (s) 34.9 27.4 18.7 27.4 Confl. Bikes (#/hr) 2 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 1% 0% 4% 2% 2% 3% 1% 2% 0% 1% 0% Adj. Flow (vph) 20 259 72 164 544 70 44 92 104 169 368 14 Shared Lane Traffic (%) Lane Group Flow (vph) 20 259 72 164 544 70 44 92 104 169 382 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak Existing Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.07 0.30 0.10 0.34 0.64 0.09 0.17 0.14 0.17 0.36 0.58 Control Delay 13.2 15.0 3.7 16.5 21.3 4.2 20.4 18.7 4.7 22.5 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 15.0 3.7 16.5 21.3 4.2 20.4 18.7 4.7 22.5 25.7 LOS B B A B C A C B A C C Approach Delay 12.5 18.8 13.0 24.7 Approach LOS B B B C Queue Length 50th (m) 1.7 24.8 0.0 16.0 64.0 0.4 4.8 9.8 0.0 19.7 48.6 Queue Length 95th (m) 5.6 40.4 6.5 30.1 97.6 6.8 12.3 19.7 9.4 35.8 75.9 Internal Link Dist (m) 557.5 433.0 183.4 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 272 854 755 486 845 753 261 661 622 465 659 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.30 0.10 0.34 0.64 0.09 0.17 0.14 0.17 0.36 0.58 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 65 (76%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 18.6 Intersection LOS: B Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak Existing Traffic

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 332 18 20 492 17 8 1 6 13 4 16 Future Volume (Veh/h) 25 332 18 20 492 17 8 1 6 13 4 16 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 28 369 20 22 547 19 9 1 7 14 4 18 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 566 389 1036 1035 369 1024 1036 547 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 566 389 1036 1035 369 1024 1036 547 tC, single (s) 4.1 4.1 7.2 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.6 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 98 95 100 99 93 98 97 cM capacity (veh/h) 996 1181 184 223 681 205 223 541 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 SB 2 Volume Total 28 369 20 22 547 19 17 14 22 Volume Left 28 0 0 22 0 0 9 14 0 Volume Right 0 0 20 0 0 19 7 0 18 cSH 996 1700 1700 1181 1700 1700 267 205 429 Volume to Capacity 0.03 0.22 0.01 0.02 0.32 0.01 0.06 0.07 0.05 Queue Length 95th (m) 0.7 0.0 0.0 0.4 0.0 0.0 1.5 1.7 1.2 Control Delay (s) 8.7 0.0 0.0 8.1 0.0 0.0 19.4 23.8 13.8 Lane LOS A A C C B Approach Delay (s) 0.6 0.3 19.4 17.7 Approach LOS CC Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 373 458 21 9 513 179 22 2 25 60 1 61 Future Volume (vph) 373 458 21 9 513 179 22 2 25 60 1 61 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.861 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1503 1750 1357 1558 1685 1547 1572 1482 0 1729 1820 1547 Flt Permitted 0.458 0.492 0.757 0.740 Satd. Flow (perm) 725 1750 1357 807 1685 1547 1252 1482 0 1347 1820 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 85 25 61 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 342.4 154.0 155.5 Travel Time (s) 15.3 20.5 11.1 11.2 Confl. Bikes (#/hr) 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 15% 4% 14% 11% 8% 0% 10% 0% 4% 0% 0% 0% Adj. Flow (vph) 373 458 21 9 513 179 22 2 25 60 1 61 Shared Lane Traffic (%) Lane Group Flow (vph) 373 458 21 9 513 179 22 27 0 60 1 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 65.4 65.4 65.4 65.4 65.4 65.4 10.8 10.8 10.8 10.8 10.8 Actuated g/C Ratio 0.77 0.77 0.77 0.77 0.77 0.77 0.13 0.13 0.13 0.13 0.13 v/c Ratio 0.67 0.34 0.02 0.01 0.40 0.15 0.14 0.13 0.35 0.00 0.24 Control Delay 15.3 5.2 0.4 1.1 1.9 0.2 34.5 15.4 39.7 31.0 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.3 5.2 0.4 1.1 1.9 0.2 34.5 15.4 39.7 31.0 11.9 LOS B A A A A A C B D C B Approach Delay 9.5 1.4 24.0 25.7 Approach LOS A A C C Queue Length 50th (m) 28.5 23.0 0.0 0.1 5.9 0.0 3.3 0.3 9.1 0.2 0.0 Queue Length 95th (m) #93.6 41.8 0.6 m0.3 8.3 m0.1 9.5 7.2 19.8 1.5 10.2 Internal Link Dist (m) 231.0 318.4 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 558 1347 1055 621 1297 1210 444 542 478 646 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.34 0.02 0.01 0.40 0.15 0.05 0.05 0.13 0.00 0.10 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 8 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 628 40 162 530 62 115 268 208 107 70 98 Future Volume (vph) 46 628 40 162 530 62 115 268 208 107 70 98 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 0.99 Frt 0.850 0.850 0.850 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1410 0 Flt Permitted 0.337 0.254 0.651 0.539 Satd. Flow (perm) 595 1767 1442 428 1750 1532 1160 1820 1436 962 1410 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 62 200 92 Link Speed (k/h) 60 60 40 40 Link Distance (m) 239.6 457.0 46.9 304.3 Travel Time (s) 14.4 27.4 4.2 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 46 628 40 162 530 62 115 268 208 107 70 98 Shared Lane Traffic (%) Lane Group Flow (vph) 46 628 40 162 530 62 115 268 208 107 168 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.49 0.36 0.36 0.36 0.36 0.36 v/c Ratio 0.16 0.73 0.06 0.78 0.62 0.08 0.28 0.41 0.33 0.31 0.30 Control Delay 12.9 23.2 3.0 47.3 20.2 3.7 21.9 23.2 4.9 23.1 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 23.2 3.0 47.3 20.2 3.7 21.9 23.2 4.9 23.1 11.0 LOS B C A D C A C C A C B Approach Delay 21.4 24.6 16.5 15.7 Approach LOS C C B B Queue Length 50th (m) 4.4 82.3 0.3 20.8 60.5 0.0 13.2 32.4 0.8 12.4 8.3 Queue Length 95th (m) 11.6 122.9 3.4 #56.1 92.5 5.8 26.0 52.6 14.3 25.4 22.1 Internal Link Dist (m) 215.6 433.0 22.9 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 289 858 725 207 850 776 412 646 639 341 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.73 0.06 0.78 0.62 0.08 0.28 0.41 0.33 0.31 0.30 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 40 (47%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 91.1% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 408 18 20 571 52 8 1 6 241 4 227 Future Volume (vph) 104 408 18 20 571 52 8 1 6 241 4 227 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.98 Frt 0.850 0.850 0.871 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 1784 1547 1729 1750 1381 1530 1557 0 1729 1820 1547 Flt Permitted 0.368 0.488 0.755 0.753 Satd. Flow (perm) 644 1784 1547 888 1750 1381 1216 1557 0 1370 1820 1514 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 49 6 226 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 346.3 154.0 155.5 Travel Time (s) 15.3 20.8 11.1 11.2 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 4% 2% 0% 0% 4% 12% 13% 0% 0% 0% 0% 0% Adj. Flow (vph) 104 408 18 20 571 52 8 1 6 241 4 227 Shared Lane Traffic (%) Lane Group Flow (vph) 104 408 18 20 571 52 8 7 0 241 4 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Min C-Min C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.8 50.8 50.8 50.8 50.8 50.8 20.7 20.7 20.7 20.7 20.7 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.24 0.24 0.24 0.24 0.24 v/c Ratio 0.27 0.38 0.02 0.04 0.55 0.06 0.03 0.02 0.72 0.01 0.42 Control Delay 12.8 11.7 0.4 3.8 7.6 0.6 20.8 12.9 41.2 20.0 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 11.7 0.4 3.8 7.6 0.6 20.8 12.9 41.2 20.0 5.7 LOS B B A A A A C B D B A Approach Delay 11.5 6.9 17.1 23.9 Approach LOS B A B C Queue Length 50th (m) 7.3 31.1 0.0 0.6 17.0 0.2 1.0 0.1 36.2 0.5 0.1 Queue Length 95th (m) 21.3 64.0 0.6 m1.1 124.7 m1.1 3.7 2.8 52.4 2.5 14.0 Internal Link Dist (m) 231.0 322.3 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 384 1066 944 530 1045 845 446 575 502 668 698 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.38 0.02 0.04 0.55 0.06 0.02 0.01 0.48 0.01 0.33 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 25 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 440 65 101 580 156 40 83 134 160 331 42 Future Volume (vph) 111 440 65 101 580 156 40 83 134 160 331 42 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.850 0.850 0.983 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 1802 1547 1662 1784 1517 1679 1802 1517 1729 1769 0 Flt Permitted 0.285 0.410 0.414 0.703 Satd. Flow (perm) 519 1802 1514 718 1784 1517 732 1802 1517 1279 1769 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 65 156 134 8 Link Speed (k/h) 60 60 40 40 Link Distance (m) 236.7 457.0 54.3 304.3 Travel Time (s) 14.2 27.4 4.9 27.4 Confl. Bikes (#/hr) 2 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 1% 0% 4% 2% 2% 3% 1% 2% 0% 1% 0% Adj. Flow (vph) 111 440 65 101 580 156 40 83 134 160 331 42 Shared Lane Traffic (%) Lane Group Flow (vph) 111 440 65 101 580 156 40 83 134 160 373 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2023 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.45 0.52 0.09 0.30 0.69 0.19 0.15 0.13 0.21 0.34 0.57 Control Delay 23.6 18.8 5.6 16.7 22.6 2.9 19.9 18.6 4.4 22.1 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 18.8 5.6 16.7 22.6 2.9 19.9 18.6 4.4 22.1 25.2 LOS C B A B C A B B A C C Approach Delay 18.3 18.2 11.4 24.3 Approach LOS B B B C Queue Length 50th (m) 10.8 43.6 1.1 9.6 70.2 0.0 4.3 8.8 0.0 18.5 46.5 Queue Length 95th (m) 32.7 92.5 m4.1 20.8 106.7 9.2 11.3 18.1 10.6 33.9 73.4 Internal Link Dist (m) 212.7 433.0 30.3 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 246 854 751 340 845 801 268 661 641 469 654 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.52 0.09 0.30 0.69 0.19 0.15 0.13 0.21 0.34 0.57 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 63 (74%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Future Volume (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.861 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1503 1750 1357 1558 1685 1547 1572 1482 0 1729 1820 1547 Flt Permitted 0.297 0.454 0.757 0.740 Satd. Flow (perm) 470 1750 1357 744 1685 1547 1252 1482 0 1347 1820 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 55 25 61 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 342.4 154.0 155.5 Travel Time (s) 15.3 20.5 11.1 11.2 Confl. Bikes (#/hr) 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 15% 4% 14% 11% 8% 0% 10% 0% 4% 0% 0% 0% Adj. Flow (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Shared Lane Traffic (%) Lane Group Flow (vph) 373 520 21 9 804 179 22 27 0 60 1 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 65.4 65.4 65.4 65.4 65.4 65.4 10.8 10.8 10.8 10.8 10.8 Actuated g/C Ratio 0.77 0.77 0.77 0.77 0.77 0.77 0.13 0.13 0.13 0.13 0.13 v/c Ratio 1.03 0.39 0.02 0.02 0.62 0.15 0.14 0.13 0.35 0.00 0.24 Control Delay 74.4 5.6 0.4 0.8 2.8 0.2 34.5 15.4 39.7 31.0 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 5.6 0.4 0.8 2.8 0.2 34.5 15.4 39.7 31.0 11.9 LOS E A A A A A C B D C B Approach Delay 33.6 2.3 24.0 25.7 Approach LOS C A C C Queue Length 50th (m) ~69.5 27.4 0.0 0.1 6.7 0.0 3.3 0.3 9.1 0.2 0.0 Queue Length 95th (m) #71.2 49.6 0.6 m0.1 m7.6 m0.0 9.5 7.2 19.8 1.5 10.2 Internal Link Dist (m) 231.0 318.4 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 362 1347 1055 572 1297 1203 444 542 478 646 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.03 0.39 0.02 0.02 0.62 0.15 0.05 0.05 0.13 0.00 0.10 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 8 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 93.5% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Future Volume (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 0.99 Frt 0.850 0.850 0.850 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1410 0 Flt Permitted 0.100 0.198 0.651 0.539 Satd. Flow (perm) 177 1767 1442 334 1750 1532 1160 1820 1436 962 1410 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 65 165 92 Link Speed (k/h) 60 60 40 40 Link Distance (m) 239.6 457.0 46.9 304.3 Travel Time (s) 14.4 27.4 4.2 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Shared Lane Traffic (%) Lane Group Flow (vph) 47 696 40 162 818 65 115 268 208 113 168 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.49 0.36 0.36 0.36 0.36 0.36 v/c Ratio 0.55 0.81 0.06 1.00 0.96 0.08 0.28 0.41 0.34 0.33 0.30 Control Delay 42.8 26.9 2.6 98.3 46.0 3.6 21.9 23.2 7.1 23.5 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.8 26.9 2.6 98.3 46.0 3.6 21.9 23.2 7.1 23.5 11.0 LOS D C A F D A C C A C B Approach Delay 26.6 51.5 17.3 16.0 Approach LOS C D B B Queue Length 50th (m) 5.5 95.9 0.5 25.1 122.2 0.0 13.2 32.4 4.6 13.2 8.3 Queue Length 95th (m) #21.1 #155.1 2.9 #64.0 #200.8 5.9 26.0 52.6 18.8 26.7 22.1 Internal Link Dist (m) 215.6 433.0 22.9 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 86 858 725 162 850 777 412 646 616 341 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.81 0.06 1.00 0.96 0.08 0.28 0.41 0.34 0.33 0.30 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 40 (47%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 33.1 Intersection LOS: C Intersection Capacity Utilization 96.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 659 18 20 641 52 8 1 6 241 4 227 Future Volume (vph) 104 659 18 20 641 52 8 1 6 241 4 227 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.98 Frt 0.850 0.850 0.871 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 1784 1547 1729 1750 1381 1530 1557 0 1729 1820 1547 Flt Permitted 0.320 0.308 0.755 0.753 Satd. Flow (perm) 560 1784 1547 561 1750 1381 1216 1557 0 1370 1820 1514 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 49 6 185 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 346.3 154.0 155.5 Travel Time (s) 15.3 20.8 11.1 11.2 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 4% 2% 0% 0% 4% 12% 13% 0% 0% 0% 0% 0% Adj. Flow (vph) 104 659 18 20 641 52 8 1 6 241 4 227 Shared Lane Traffic (%) Lane Group Flow (vph) 104 659 18 20 641 52 8 7 0 241 4 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Min C-Min C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.8 50.8 50.8 50.8 50.8 50.8 20.7 20.7 20.7 20.7 20.7 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.24 0.24 0.24 0.24 0.24 v/c Ratio 0.31 0.62 0.02 0.06 0.61 0.06 0.03 0.02 0.72 0.01 0.45 Control Delay 14.0 15.9 0.4 3.6 8.0 0.5 20.8 12.9 41.2 20.0 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 15.9 0.4 3.6 8.0 0.5 20.8 12.9 41.2 20.0 8.7 LOS B B A A A A C B D B A Approach Delay 15.2 7.3 17.1 25.4 Approach LOS B A B C Queue Length 50th (m) 7.5 61.6 0.0 0.4 12.7 0.1 1.0 0.1 36.2 0.5 5.4 Queue Length 95th (m) 22.8 124.0 0.6 m0.9 141.8 m0.8 3.7 2.8 52.4 2.5 19.3 Internal Link Dist (m) 231.0 322.3 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 334 1066 944 335 1045 845 446 575 502 668 672 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.62 0.02 0.06 0.61 0.06 0.02 0.01 0.48 0.01 0.34 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 25 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 685 65 101 650 163 40 83 134 168 331 42 Future Volume (vph) 112 685 65 101 650 163 40 83 134 168 331 42 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.850 0.850 0.983 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 1802 1547 1662 1784 1517 1679 1802 1517 1729 1769 0 Flt Permitted 0.225 0.196 0.414 0.703 Satd. Flow (perm) 410 1802 1514 343 1784 1517 732 1802 1517 1279 1769 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 163 134 8 Link Speed (k/h) 60 60 40 40 Link Distance (m) 236.7 457.0 54.3 304.3 Travel Time (s) 14.2 27.4 4.9 27.4 Confl. Bikes (#/hr) 2 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 1% 0% 4% 2% 2% 3% 1% 2% 0% 1% 0% Adj. Flow (vph) 112 685 65 101 650 163 40 83 134 168 331 42 Shared Lane Traffic (%) Lane Group Flow (vph) 112 685 65 101 650 163 40 83 134 168 373 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2028 Background Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.58 0.80 0.09 0.62 0.77 0.20 0.15 0.13 0.21 0.36 0.57 Control Delay 28.2 26.9 4.9 37.5 26.1 2.9 19.9 18.6 4.4 22.4 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.2 26.9 4.9 37.5 26.1 2.9 19.9 18.6 4.4 22.4 25.2 LOS C C A D C A B B A C C Approach Delay 25.4 23.2 11.4 24.3 Approach LOS C C B C Queue Length 50th (m) 14.5 98.0 2.4 11.7 83.7 0.0 4.3 8.8 0.0 19.5 46.5 Queue Length 95th (m) m26.1 #157.7 m2.0 #36.5 127.1 9.4 11.3 18.1 10.6 35.6 73.4 Internal Link Dist (m) 212.7 433.0 30.3 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 194 854 743 162 845 804 268 661 641 469 654 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.80 0.09 0.62 0.77 0.20 0.15 0.13 0.21 0.36 0.57 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 63 (74%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic (Mitigated)

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Future Volume (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.861 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1503 1750 1357 1558 1685 1547 1572 1480 0 1729 1820 1547 Flt Permitted 0.145 0.471 0.757 0.740 Satd. Flow (perm) 229 1750 1357 772 1685 1547 1252 1480 0 1347 1820 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 95 25 95 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 342.4 154.0 155.5 Travel Time (s) 15.3 20.5 11.1 11.2 Confl. Bikes (#/hr) 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 15% 4% 14% 11% 8% 0% 10% 0% 4% 0% 0% 0% Adj. Flow (vph) 373 520 21 9 804 179 22 2 25 60 1 61 Shared Lane Traffic (%) Lane Group Flow (vph) 373 520 21 9 804 179 22 27 0 60 1 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 18.0 92.0 92.0 74.0 74.0 74.0 28.0 28.0 28.0 28.0 28.0 Total Split (%) 15.0% 76.7% 76.7% 61.7% 61.7% 61.7% 23.3% 23.3% 23.3% 23.3% 23.3% Maximum Green (s) 11.3 85.3 85.3 67.3 67.3 67.3 21.2 21.2 21.2 21.2 21.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic (Mitigated)

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 98.1 99.5 99.5 67.3 67.3 67.3 11.7 11.7 11.7 11.7 11.7 Actuated g/C Ratio 0.82 0.83 0.83 0.56 0.56 0.56 0.10 0.10 0.10 0.10 0.10 v/c Ratio 0.84 0.36 0.02 0.02 0.85 0.20 0.18 0.16 0.46 0.01 0.26 Control Delay 39.5 4.4 0.6 8.9 23.0 3.4 52.2 20.9 61.9 47.0 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.5 4.4 0.6 8.9 23.0 3.4 52.2 20.9 61.9 47.0 5.8 LOS D A A A C A D C E D A Approach Delay 18.6 19.3 34.9 33.7 Approach LOS B B C C Queue Length 50th (m) 49.0 28.5 0.0 0.6 148.7 2.8 4.9 0.4 13.7 0.2 0.0 Queue Length 95th (m) #119.4 50.5 1.0 m1.0 #190.6 m7.6 12.7 9.0 26.7 1.9 4.9 Internal Link Dist (m) 231.0 318.4 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 443 1450 1130 432 945 909 221 282 237 321 351 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.36 0.02 0.02 0.85 0.20 0.10 0.10 0.25 0.00 0.17 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 31 (26%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 93.5% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic (Mitigated)

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Future Volume (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 0.99 Frt 0.850 0.850 0.850 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1409 0 Flt Permitted 0.212 0.286 0.602 0.428 Satd. Flow (perm) 375 1767 1441 482 1750 1532 1072 1820 1433 764 1409 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 65 208 57 Link Speed (k/h) 60 60 40 40 Link Distance (m) 239.6 457.0 46.9 304.3 Travel Time (s) 14.4 27.4 4.2 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 47 696 40 162 818 65 115 268 208 113 70 98 Shared Lane Traffic (%) Lane Group Flow (vph) 47 696 40 162 818 65 115 268 208 113 168 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 82.0 82.0 82.0 82.0 82.0 82.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 68.3% 68.3% 68.3% 68.3% 68.3% 68.3% 31.7% 31.7% 31.7% 31.7% 31.7% Maximum Green (s) 75.3 75.3 75.3 75.3 75.3 75.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Background Traffic (Mitigated)

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 75.3 75.3 75.3 75.3 75.3 75.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.26 0.26 0.26 0.26 0.26 v/c Ratio 0.20 0.63 0.04 0.54 0.74 0.07 0.41 0.57 0.40 0.57 0.41 Control Delay 11.1 14.7 2.6 20.7 21.0 2.2 42.3 44.0 7.0 51.6 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 14.7 2.6 20.7 21.0 2.2 42.3 44.0 7.0 51.6 27.4 LOS B B A C C A D D A D C Approach Delay 13.9 19.8 30.7 37.1 Approach LOS B B C D Queue Length 50th (m) 4.0 79.3 0.2 20.0 125.5 0.0 22.5 55.0 0.0 23.2 21.2 Queue Length 95th (m) 9.4 95.8 3.8 42.1 177.3 5.0 40.6 82.3 18.0 43.6 41.9 Internal Link Dist (m) 215.6 433.0 22.9 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 235 1108 917 302 1098 985 278 473 526 198 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.63 0.04 0.54 0.74 0.07 0.41 0.57 0.40 0.57 0.41 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 22.3 Intersection LOS: C Intersection Capacity Utilization 96.3% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 373 474 21 9 553 179 22 2 25 60 1 61 Future Volume (vph) 373 474 21 9 553 179 22 2 25 60 1 61 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.861 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1503 1750 1357 1558 1685 1547 1572 1482 0 1729 1820 1547 Flt Permitted 0.434 0.482 0.757 0.740 Satd. Flow (perm) 687 1750 1357 790 1685 1547 1252 1482 0 1347 1820 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 79 25 61 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 342.4 154.0 155.5 Travel Time (s) 15.3 20.5 11.1 11.2 Confl. Bikes (#/hr) 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 15% 4% 14% 11% 8% 0% 10% 0% 4% 0% 0% 0% Adj. Flow (vph) 373 474 21 9 553 179 22 2 25 60 1 61 Shared Lane Traffic (%) Lane Group Flow (vph) 373 474 21 9 553 179 22 27 0 60 1 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 65.4 65.4 65.4 65.4 65.4 65.4 10.8 10.8 10.8 10.8 10.8 Actuated g/C Ratio 0.77 0.77 0.77 0.77 0.77 0.77 0.13 0.13 0.13 0.13 0.13 v/c Ratio 0.71 0.35 0.02 0.01 0.43 0.15 0.14 0.13 0.35 0.00 0.24 Control Delay 17.7 5.3 0.4 1.2 2.2 0.3 34.5 15.4 39.7 31.0 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 5.3 0.4 1.2 2.2 0.3 34.5 15.4 39.7 31.0 11.9 LOS B A A A A A C B D C B Approach Delay 10.5 1.7 24.0 25.7 Approach LOS B A C C Queue Length 50th (m) 30.2 24.1 0.0 0.1 7.3 0.0 3.3 0.3 9.1 0.2 0.0 Queue Length 95th (m) #98.0 43.7 0.6 m0.3 10.4 m0.5 9.5 7.2 19.8 1.5 10.2 Internal Link Dist (m) 231.0 318.4 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 529 1347 1055 608 1297 1209 444 542 478 646 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.35 0.02 0.01 0.43 0.15 0.05 0.05 0.13 0.00 0.10 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 8 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 8.3 Intersection LOS: A Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 56 645 40 164 536 62 115 270 211 107 71 101 Future Volume (vph) 56 645 40 164 536 62 115 270 211 107 71 101 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 0.99 Frt 0.850 0.850 0.850 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1408 0 Flt Permitted 0.331 0.240 0.649 0.537 Satd. Flow (perm) 585 1767 1442 404 1750 1532 1156 1820 1436 958 1408 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 62 191 93 Link Speed (k/h) 60 60 40 40 Link Distance (m) 239.6 457.0 46.9 304.3 Travel Time (s) 14.4 27.4 4.2 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 56 645 40 164 536 62 115 270 211 107 71 101 Shared Lane Traffic (%) Lane Group Flow (vph) 56 645 40 164 536 62 115 270 211 107 172 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 37.0 37.0 37.0 37.0 37.0 Total Split (%) 56.5% 56.5% 56.5% 56.5% 56.5% 56.5% 43.5% 43.5% 43.5% 43.5% 43.5% Maximum Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 41.3 41.3 41.3 41.3 41.3 41.3 30.2 30.2 30.2 30.2 30.2 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.49 0.36 0.36 0.36 0.36 0.36 v/c Ratio 0.20 0.75 0.06 0.84 0.63 0.08 0.28 0.42 0.33 0.31 0.31 Control Delay 13.6 23.9 2.9 56.4 20.4 3.7 22.0 23.2 5.7 23.1 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.6 23.9 2.9 56.4 20.4 3.7 22.0 23.2 5.7 23.1 11.2 LOS B C A E C A C C A C B Approach Delay 22.0 26.8 16.8 15.8 Approach LOS C C B B Queue Length 50th (m) 5.5 85.5 0.4 22.0 61.5 0.0 13.2 32.7 2.1 12.4 8.6 Queue Length 95th (m) 13.4 127.8 3.2 #59.2 94.3 5.8 26.0 53.0 15.9 25.4 22.7 Internal Link Dist (m) 215.6 433.0 22.9 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 284 858 725 196 850 776 410 646 633 340 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.75 0.06 0.84 0.63 0.08 0.28 0.42 0.33 0.31 0.31 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 40 (47%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 21.5 Intersection LOS: C Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 10: Access & Fallowfield 2740 Cedarview Road AM Peak 2023 Total Traffic

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 684 16 9 729 40 27 Future Volume (Veh/h) 684 16 9 729 40 27 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 684 16 9 729 40 27 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 342 240 pX, platoon unblocked 0.93 0.81 0.93 vC, conflicting volume 700 1439 692 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 644 1241 635 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 74 94 cM capacity (veh/h) 879 154 447 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 700 9 729 67 Volume Left 0 9 0 40 Volume Right 16 0 0 27 cSH 1700 879 1700 209 Volume to Capacity 0.41 0.01 0.43 0.32 Queue Length 95th (m) 0.0 0.2 0.0 10.0 Control Delay (s) 0.0 9.1 0.0 30.1 Lane LOS AD Approach Delay (s) 0.0 0.1 30.1 Approach LOS D Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 12: Cedarview & Access 2740 Cedarview Road AM Peak 2023 Total Traffic

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 8 3 591 272 3 Future Volume (Veh/h) 5 8 3 591 272 3 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 5 8 3 591 272 3 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 47 pX, platoon unblocked 0.95 0.95 0.95 vC, conflicting volume 575 274 275 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 526 209 211 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 100 cM capacity (veh/h) 456 757 1289 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 13 200 394 275 Volume Left 5 3 0 0 Volume Right 8 0 0 3 cSH 604 1289 1700 1700 Volume to Capacity 0.02 0.00 0.23 0.16 Queue Length 95th (m) 0.5 0.1 0.0 0.0 Control Delay (s) 11.1 0.1 0.0 0.0 Lane LOS B A Approach Delay (s) 11.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 440 18 20 595 52 8 1 6 241 4 227 Future Volume (vph) 104 440 18 20 595 52 8 1 6 241 4 227 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.98 Frt 0.850 0.850 0.871 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 1784 1547 1729 1750 1381 1530 1557 0 1729 1820 1547 Flt Permitted 0.352 0.464 0.755 0.753 Satd. Flow (perm) 616 1784 1547 844 1750 1381 1216 1557 0 1370 1820 1514 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 49 6 211 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 346.3 154.0 155.5 Travel Time (s) 15.3 20.8 11.1 11.2 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 4% 2% 0% 0% 4% 12% 13% 0% 0% 0% 0% 0% Adj. Flow (vph) 104 440 18 20 595 52 8 1 6 241 4 227 Shared Lane Traffic (%) Lane Group Flow (vph) 104 440 18 20 595 52 8 7 0 241 4 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Min C-Min C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.8 50.8 50.8 50.8 50.8 50.8 20.7 20.7 20.7 20.7 20.7 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.24 0.24 0.24 0.24 0.24 v/c Ratio 0.28 0.41 0.02 0.04 0.57 0.06 0.03 0.02 0.72 0.01 0.43 Control Delay 13.1 12.1 0.4 4.3 8.2 0.6 20.8 12.9 41.2 20.0 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 12.1 0.4 4.3 8.2 0.6 20.8 12.9 41.2 20.0 6.8 LOS B B A A A A C B D B A Approach Delay 11.9 7.5 17.1 24.5 Approach LOS B A B C Queue Length 50th (m) 7.4 34.4 0.0 0.6 18.6 0.1 1.0 0.1 36.2 0.5 2.0 Queue Length 95th (m) 21.7 70.2 0.6 m1.2 131.0 m1.0 3.7 2.8 52.4 2.5 15.9 Internal Link Dist (m) 231.0 322.3 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 368 1066 944 504 1045 845 446 575 502 668 689 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.41 0.02 0.04 0.57 0.06 0.02 0.01 0.48 0.01 0.33 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 25 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 450 65 105 592 156 40 84 136 160 334 49 Future Volume (vph) 117 450 65 105 592 156 40 84 136 160 334 49 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.850 0.850 0.981 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 1802 1547 1662 1784 1517 1679 1802 1517 1729 1765 0 Flt Permitted 0.275 0.401 0.402 0.702 Satd. Flow (perm) 500 1802 1514 702 1784 1517 710 1802 1517 1278 1765 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 65 156 136 10 Link Speed (k/h) 60 60 40 40 Link Distance (m) 236.7 457.0 54.3 304.3 Travel Time (s) 14.2 27.4 4.9 27.4 Confl. Bikes (#/hr) 2 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 1% 0% 4% 2% 2% 3% 1% 2% 0% 1% 0% Adj. Flow (vph) 117 450 65 105 592 156 40 84 136 160 334 49 Shared Lane Traffic (%) Lane Group Flow (vph) 117 450 65 105 592 156 40 84 136 160 383 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2023 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.49 0.53 0.09 0.32 0.70 0.19 0.15 0.13 0.21 0.34 0.59 Control Delay 25.3 18.9 5.3 17.2 23.1 2.9 20.1 18.6 4.4 22.1 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 18.9 5.3 17.2 23.1 2.9 20.1 18.6 4.4 22.1 25.5 LOS C B A B C A C B A C C Approach Delay 18.7 18.7 11.4 24.5 Approach LOS B B B C Queue Length 50th (m) 12.1 47.3 1.1 10.1 72.4 0.0 4.3 8.9 0.0 18.5 48.0 Queue Length 95th (m) 34.2 93.0 m3.6 21.9 110.0 9.2 11.4 18.2 10.7 33.9 75.7 Internal Link Dist (m) 212.7 433.0 30.3 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 237 854 751 332 845 801 260 661 642 469 654 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.53 0.09 0.32 0.70 0.19 0.15 0.13 0.21 0.34 0.59 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 63 (74%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 10: Access & Fallowfield 2740 Cedarview Road PM Peak 2023 Total Traffic

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 603 32 19 636 24 16 Future Volume (Veh/h) 603 32 19 636 24 16 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 603 32 19 636 24 16 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 346 237 pX, platoon unblocked 0.83 0.82 0.83 vC, conflicting volume 635 1293 619 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 460 788 440 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 92 97 cM capacity (veh/h) 916 290 513 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 635 19 636 40 Volume Left 0 19 0 24 Volume Right 32 0 0 16 cSH 1700 916 1700 351 Volume to Capacity 0.37 0.02 0.37 0.11 Queue Length 95th (m) 0.0 0.5 0.0 2.9 Control Delay (s) 0.0 9.0 0.0 16.6 Lane LOS AC Approach Delay (s) 0.0 0.3 16.6 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 12: Cedarview 2740 Cedarview Road PM Peak 2023 Total Traffic

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 3 5 6 257 497 6 Future Volume (Veh/h) 3 5 6 257 497 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 3 5 6 257 497 6 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 54 pX, platoon unblocked 0.81 0.81 0.81 vC, conflicting volume 640 500 503 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 439 266 269 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 99 cM capacity (veh/h) 440 593 1046 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 8 92 171 503 Volume Left 3 6 0 0 Volume Right 5 0 0 6 cSH 525 1046 1700 1700 Volume to Capacity 0.02 0.01 0.10 0.30 Queue Length 95th (m) 0.4 0.1 0.0 0.0 Control Delay (s) 12.0 0.6 0.0 0.0 Lane LOS B A Approach Delay (s) 12.0 0.2 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 373 536 21 9 844 179 22 2 25 60 1 61 Future Volume (vph) 373 536 21 9 844 179 22 2 25 60 1 61 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.861 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1503 1750 1357 1558 1685 1547 1572 1480 0 1729 1820 1547 Flt Permitted 0.120 0.464 0.757 0.740 Satd. Flow (perm) 190 1750 1357 761 1685 1547 1252 1480 0 1347 1820 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 95 25 95 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 342.4 154.0 155.5 Travel Time (s) 15.3 20.5 11.1 11.2 Confl. Bikes (#/hr) 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 15% 4% 14% 11% 8% 0% 10% 0% 4% 0% 0% 0% Adj. Flow (vph) 373 536 21 9 844 179 22 2 25 60 1 61 Shared Lane Traffic (%) Lane Group Flow (vph) 373 536 21 9 844 179 22 27 0 60 1 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 18.0 92.0 92.0 74.0 74.0 74.0 28.0 28.0 28.0 28.0 28.0 Total Split (%) 15.0% 76.7% 76.7% 61.7% 61.7% 61.7% 23.3% 23.3% 23.3% 23.3% 23.3% Maximum Green (s) 11.3 85.3 85.3 67.3 67.3 67.3 21.2 21.2 21.2 21.2 21.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road AM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 98.1 99.5 99.5 67.3 67.3 67.3 11.7 11.7 11.7 11.7 11.7 Actuated g/C Ratio 0.82 0.83 0.83 0.56 0.56 0.56 0.10 0.10 0.10 0.10 0.10 v/c Ratio 0.89 0.37 0.02 0.02 0.89 0.20 0.18 0.16 0.46 0.01 0.26 Control Delay 50.5 4.5 0.6 9.1 27.2 3.5 52.2 20.9 61.9 47.0 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.5 4.5 0.6 9.1 27.2 3.5 52.2 20.9 61.9 47.0 5.8 LOS D A A A C A D C E D A Approach Delay 22.8 22.9 34.9 33.7 Approach LOS C C C C Queue Length 50th (m) 57.1 29.7 0.0 0.6 180.5 2.9 4.9 0.4 13.7 0.2 0.0 Queue Length 95th (m) #131.6 52.6 1.0 m1.0 #253.8 m7.7 12.7 9.0 26.7 1.9 4.9 Internal Link Dist (m) 231.0 318.4 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 419 1450 1130 426 945 909 221 282 237 321 351 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.37 0.02 0.02 0.89 0.20 0.10 0.10 0.25 0.00 0.17 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 31 (26%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 95.7% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 713 40 164 824 65 115 270 211 113 71 101 Future Volume (vph) 57 713 40 164 824 65 115 270 211 113 71 101 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 1.00 0.97 0.99 Frt 0.850 0.850 0.850 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1679 1767 1473 1601 1750 1532 1695 1820 1473 1695 1408 0 Flt Permitted 0.209 0.276 0.595 0.424 Satd. Flow (perm) 369 1767 1441 465 1750 1532 1059 1820 1433 757 1408 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 65 211 58 Link Speed (k/h) 60 60 40 40 Link Distance (m) 239.6 457.0 46.9 304.3 Travel Time (s) 14.4 27.4 4.2 27.4 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 3% 3% 5% 8% 4% 1% 2% 0% 5% 2% 4% 25% Adj. Flow (vph) 57 713 40 164 824 65 115 270 211 113 71 101 Shared Lane Traffic (%) Lane Group Flow (vph) 57 713 40 164 824 65 115 270 211 113 172 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 82.0 82.0 82.0 82.0 82.0 82.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 68.3% 68.3% 68.3% 68.3% 68.3% 68.3% 31.7% 31.7% 31.7% 31.7% 31.7% Maximum Green (s) 75.3 75.3 75.3 75.3 75.3 75.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road AM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 75.3 75.3 75.3 75.3 75.3 75.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.26 0.26 0.26 0.26 0.26 v/c Ratio 0.25 0.64 0.04 0.56 0.75 0.07 0.42 0.57 0.40 0.58 0.42 Control Delay 12.1 15.1 2.7 22.2 21.2 2.2 42.5 44.2 7.1 52.0 27.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.1 15.1 2.7 22.2 21.2 2.2 42.5 44.2 7.1 52.0 27.7 LOS B B A C C A D D A D C Approach Delay 14.3 20.2 30.7 37.3 Approach LOS B C C D Queue Length 50th (m) 5.1 82.0 0.2 20.7 127.3 0.0 22.6 55.4 0.0 23.2 21.9 Queue Length 95th (m) 11.5 109.4 3.7 44.6 180.0 5.0 40.8 82.9 18.2 43.7 42.7 Internal Link Dist (m) 215.6 433.0 22.9 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 231 1108 917 291 1098 985 275 473 528 196 409 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.64 0.04 0.56 0.75 0.07 0.42 0.57 0.40 0.58 0.42 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 96.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 10: Access & Fallowfield 2740 Cedarview Road AM Peak 2028 Total Traffic

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 723 16 9 1002 40 27 Future Volume (Veh/h) 723 16 9 1002 40 27 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 723 16 9 1002 40 27 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 342 240 pX, platoon unblocked 0.93 0.66 0.93 vC, conflicting volume 739 1751 731 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 679 1630 670 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 45 94 cM capacity (veh/h) 846 73 423 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 739 9 1002 67 Volume Left 0 9 0 40 Volume Right 16 0 0 27 cSH 1700 846 1700 109 Volume to Capacity 0.43 0.01 0.59 0.61 Queue Length 95th (m) 0.0 0.2 0.0 23.0 Control Delay (s) 0.0 9.3 0.0 80.2 Lane LOS AF Approach Delay (s) 0.0 0.1 80.2 Approach LOS F Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 12: Cedarview & Access 2740 Cedarview Road AM Peak 2028 Total Traffic

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 8 3 591 272 3 Future Volume (Veh/h) 5 8 3 591 272 3 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 5 8 3 591 272 3 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 47 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 575 274 275 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 540 227 229 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 100 cM capacity (veh/h) 454 747 1288 Direction, Lane # EB 1 NB 1 NB 2 SB 1 Volume Total 13 200 394 275 Volume Left 5 3 0 0 Volume Right 8 0 0 3 cSH 598 1288 1700 1700 Volume to Capacity 0.02 0.00 0.23 0.16 Queue Length 95th (m) 0.5 0.1 0.0 0.0 Control Delay (s) 11.2 0.1 0.0 0.0 Lane LOS B A Approach Delay (s) 11.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 691 18 20 665 52 8 1 6 241 4 227 Future Volume (vph) 104 691 18 20 665 52 8 1 6 241 4 227 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 90.0 0.0 35.0 15.0 30.0 0.0 30.0 30.0 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (m) 90.0 80.0 45.0 45.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.98 Frt 0.850 0.850 0.871 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 1784 1547 1729 1750 1381 1530 1557 0 1729 1820 1547 Flt Permitted 0.304 0.287 0.755 0.753 Satd. Flow (perm) 532 1784 1547 522 1750 1381 1216 1557 0 1370 1820 1514 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 49 6 173 Link Speed (k/h) 60 60 50 50 Link Distance (m) 255.0 346.3 154.0 155.5 Travel Time (s) 15.3 20.8 11.1 11.2 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 4% 2% 0% 0% 4% 12% 13% 0% 0% 0% 0% 0% Adj. Flow (vph) 104 691 18 20 665 52 8 1 6 241 4 227 Shared Lane Traffic (%) Lane Group Flow (vph) 104 691 18 20 665 52 8 7 0 241 4 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 2 2 2 6 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 1: Cobble Hill/O'Keefe & Fallowfield 2740 Cedarview Road PM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Min C-Min C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.8 50.8 50.8 50.8 50.8 50.8 20.7 20.7 20.7 20.7 20.7 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.24 0.24 0.24 0.24 0.24 v/c Ratio 0.33 0.65 0.02 0.06 0.64 0.06 0.03 0.02 0.72 0.01 0.45 Control Delay 14.6 16.8 0.4 4.2 9.4 0.6 20.8 12.9 41.2 20.0 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 16.8 0.4 4.2 9.4 0.6 20.8 12.9 41.2 20.0 9.8 LOS B B A A A A C B D B A Approach Delay 16.1 8.6 17.1 25.9 Approach LOS B A B C Queue Length 50th (m) 7.6 66.5 0.0 0.5 15.9 0.1 1.0 0.1 36.2 0.5 6.9 Queue Length 95th (m) 23.5 133.8 0.6 m1.2 145.8 m0.8 3.7 2.8 52.4 2.5 21.1 Internal Link Dist (m) 231.0 322.3 130.0 131.5 Turn Bay Length (m) 90.0 35.0 15.0 30.0 30.0 30.0 Base Capacity (vph) 317 1066 944 312 1045 845 446 575 502 668 665 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.65 0.02 0.06 0.64 0.06 0.02 0.01 0.48 0.01 0.34 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 25 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Cobble Hill/O'Keefe & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 695 65 105 662 163 40 84 136 168 334 49 Future Volume (vph) 118 695 65 105 662 163 40 84 136 168 334 49 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 40.0 50.0 40.0 0.0 60.0 40.0 0.0 Storage Lanes 1 1 1 0 1 1 1 0 Taper Length (m) 90.0 90.0 7.6 90.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.850 0.850 0.981 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 1802 1547 1662 1784 1517 1679 1802 1517 1729 1765 0 Flt Permitted 0.215 0.188 0.402 0.702 Satd. Flow (perm) 391 1802 1514 329 1784 1517 710 1802 1517 1278 1765 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 163 136 10 Link Speed (k/h) 60 60 40 40 Link Distance (m) 236.7 457.0 54.3 304.3 Travel Time (s) 14.2 27.4 4.9 27.4 Confl. Bikes (#/hr) 2 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 1% 0% 4% 2% 2% 3% 1% 2% 0% 1% 0% Adj. Flow (vph) 118 695 65 105 662 163 40 84 136 168 334 49 Shared Lane Traffic (%) Lane Group Flow (vph) 118 695 65 105 662 163 40 84 136 168 383 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 2 2 2 6 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.7 34.7 34.7 34.7 34.7 34.7 27.8 27.8 27.8 27.8 27.8 Total Split (s) 47.0 47.0 47.0 47.0 47.0 47.0 38.0 38.0 38.0 38.0 38.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 55.3% 55.3% 44.7% 44.7% 44.7% 44.7% 44.7% Maximum Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.8 3.8 3.8 3.8

Brad Byvelds, Novatech Synchro 10 Report 3: Cedarview & Fallowfield 2740 Cedarview Road PM Peak 2028 Total Traffic

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.7 6.7 6.7 6.7 6.7 6.7 6.8 6.8 6.8 6.8 6.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 40.3 40.3 40.3 40.3 40.3 40.3 31.2 31.2 31.2 31.2 31.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.64 0.81 0.09 0.68 0.78 0.20 0.15 0.13 0.21 0.36 0.59 Control Delay 32.3 27.1 4.4 43.2 26.9 2.9 20.1 18.6 4.4 22.4 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.3 27.1 4.4 43.2 26.9 2.9 20.1 18.6 4.4 22.4 25.5 LOS C C A D C A C B A C C Approach Delay 26.1 24.5 11.4 24.6 Approach LOS C C B C Queue Length 50th (m) 16.1 103.7 3.0 12.6 86.0 0.0 4.3 8.9 0.0 19.5 48.0 Queue Length 95th (m) m#34.7 #159.4 m1.8 #39.7 130.7 9.4 11.4 18.2 10.7 35.6 75.7 Internal Link Dist (m) 212.7 433.0 30.3 280.3 Turn Bay Length (m) 40.0 40.0 50.0 40.0 60.0 40.0 Base Capacity (vph) 185 854 743 155 845 804 260 661 642 469 654 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.81 0.09 0.68 0.78 0.20 0.15 0.13 0.21 0.36 0.59 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 63 (74%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Cedarview & Fallowfield

Brad Byvelds, Novatech Synchro 10 Report 10: Access & Fallowfield 2740 Cedarview Road PM Peak 2028 Total Traffic

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 836 32 19 680 24 16 Future Volume (Veh/h) 836 32 19 680 24 16 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 836 32 19 680 24 16 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 346 237 pX, platoon unblocked 0.67 0.82 0.67 vC, conflicting volume 868 1570 852 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 558 744 534 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 92 96 cM capacity (veh/h) 679 306 366 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 868 19 680 40 Volume Left 0 19 0 24 Volume Right 32 0 0 16 cSH 1700 679 1700 328 Volume to Capacity 0.51 0.03 0.40 0.12 Queue Length 95th (m) 0.0 0.7 0.0 3.1 Control Delay (s) 0.0 10.5 0.0 17.5 Lane LOS BC Approach Delay (s) 0.0 0.3 17.5 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15

Brad Byvelds, Novatech Synchro 10 Report 12: Cedarview 2740 Cedarview Road PM Peak 2028 Total Traffic

Brad Byvelds, Novatech Synchro 10 Report

APPENDIX J

Intersection MMLOS Calculations

Intersection MMLOS Analysis 2740 Cedarview Road

Pedestrian Level of Service (PLOS) Fallowfield Road/Cedarview Road

CRITERIA North Approach South Approach East Approach West Approach PETSI SCORE CROSSING DISTANCE CONDITIONS Median > 2.4m in Width No No No No 72 72 72 72 Lanes Crossed (3.5m Lane Width) 5 5 5 5 SIGNAL PHASING AND TIMING Left Turn Conflict Permissive -8 Permissive -8 Permissive -8 Permissive -8 Right Turn Conflict Permissive or Yield -5 Permissive or Yield -5 Permissive or Yield -5 Permissive or Yield -5 Right Turn on Red RTOR Allowed -3 RTOR Allowed -3 RTOR Allowed -3 RTOR Allowed -3 Leading Pedestrian Interval No -2 No -2 No -2 No -2 CORNER RADIUS Parallel Radius > 15m to 25m -8 > 15m to 25m -8 > 15m to 25m -8 > 15m to 25m -8 Parallel Right Turn Channel No Right Turn Channel -4 No Right Turn Channel -4 No Right Turn Channel -4 No Right Turn Channel -4 Perpendicular Radius N/A 0 N/A 0 N/A 0 N/A 0 Perpendicular Right Turn Channel N/A 0 N/A 0 N/A 0 N/A 0 CROSSING TREATMENT Treatment Standard -7 Standard -7 Standard -7 Standard -7 PETSI SCORE 35 35 35 35 LOS E E E E DELAY SCORE Cycle Length 85 85 85 85 Pedestrian Walk Time 12.3 12.3 10.2 10.2 DELAY SCORE 31.1 31.1 32.9 32.9 LOS D D D D OVERALL E E E E Bicycle Level of Service (BLOS)

Bikeway Approach Criteria Travel Lanes and/or Speed BLOS Facility Type Fallowfield Road/Cedarview Road Right Turn Lane Shared Through/Right Turn A Characteristics Lane North Approach Mixed Traffic Left Turn One Lane Crossed, 50km/hr D Accommodation Right Turn Lane No impact on LTS A Separated Characteristics South Approach Facility Left Turn N/A1 - Accommodation Right Turn Lane Right Turn Lane ≤50m, turning D Characteristics speed ≤25km/hr East Approach Mixed Traffic Left Turn N/A1 - Accommodation Right Turn Lane Right Turn Lane ≤50m, turning D Separated Characteristics speed ≤25km/hr West Approach Facility Left Turn One Lane Crossed, 70km/hr F Accommodation 1. Cyclists are required to dismount to perform left turn, BLOS not applicable.

Novatech

Intersection MMLOS Analysis 2740 Cedarview Road

Transit Level of Service (TLOS)

Approach Facility Type Delay1 Movement TLOS Moodie Drive/Timm Drive Mixed Traffic North Approach N/A2 N/A N/A (No TSP) Mixed Traffic South Approach 5 seconds NBR B (No TSP) Mixed Traffic East Approach 21 seconds WBT D (No TSP) Mixed Traffic West Approach 23 seconds EBT D (No TSP) 1. Mixed traffic delay based on the critical approach delay in Synchro analysis 2. No OC Transpo Service on Cedarview Road north of Fallowfield Road Truck Level of Service (TkLOS)

Number of Receiving Effective Corner Approach Lanes on Departure LOS Radius from Intersection Fallowfield Road/Cedarview Road

North Approach > 15m One C

South Approach > 15m One C

East Approach > 15m One C

West Approach > 15m One C

Auto LOS

Approach AM Peak PM Peak Intersection V/C or V/C or LOS Mvmt LOS Mvmt Delay Delay North Approach 0.36 A SBL 0.58 A SBT Fallowfield Road/ South Approach 0.46 A NBT 0.17 A NBL Cedarview Road East Approach 0.36 A WBT 0.64 B WBT West Approach 0.71 C EBT 0.30 A EBT North Approach 21 sec C SBL 24 sec D SBL Fallowfield Road/ South Approach 17 sec C NB 19 sec C NB O’keefe Court/ East Approach 9 sec A WBL 8 sec A WBL Cobble Hill Drive West Approach 8 sec A EBL 9 sec A EBL Notes: • Intersection paramaters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800vphpl, PHF: 0.90). • Traffic signal timings obtained from City of Ottawa, included in Appendix C. • Detailed Synchro reports are included in Appendix I.

Novatech

Intersection MMLOS Analysis 2740 Cedarview Road

MMLOS Summary Table

Fallowfield Road/Cedarview Road Intersection North South East West

Median > 2.4m in Width No No No No Lanes (3.5m Lane Width) Five Five Five Five Conflicting Left Turns Permissive Permissive Permissive Permissive Conflicting Right Turns Permissive Permissive Permissive Permissive Right Turn on Red Allowed Allowed Allowed Allowed

Pedestrian Leading Interval No No No No Parallel Radius >15m to 25m >15m to 25m >15m to 25m >15m to 25m Parallel Channel No Channel No Channel No Channel No Channel Perpendicular Radius N/A N/A N/A N/A Perpendicular Channel N/A N/A N/A N/A Pedestrian Crosswalk Type Standard Standard Standard Standard PETSI Score 35 35 35 35 Delay Score 31.1 31.1 32.9 32.9 E E E E Level of Service E Target C Separated Type of Bikeway Mixed Traffic Mixed Traffic Mixed Traffic Facility Turning Speed N/A N/A ≤25km/hr ≤25km/hr Right Turn Storage N/A N/A ≤50m ≤50m

Dual Right Turn Lanes No N/A No No

Shared Through-Right Lane Yes N/A No No Bike Box No N/A N/A No

Lanes Crossed for Left Turns One N/A N/A One Cyclist Dual Left Turn Lanes No N/A N/A No Approach Speed 50km/hr 50km/hr 70km/hr 70km/hr D A D F Level of Service F Target C

Average Signal Delay N/A 5 seconds 21 seconds 23 seconds - B D D Level of Service D

Transit Target - Turning Radius >15m >15m >15m >15m Receiving Lanes One One One One C C C C Level of Service

Truck C Target D

Volume to Capacity Ratio 0.58 0.46 0.64 0.71

A A B C Level of Service

C Auto Target D

Novatech