Menard East Subdivision Embrun, Ontario

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MENARD EAST EMBRUN, ONTARIO TRAFFIC IMPACT STUDY

Prepared By:

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

November 28, 2019

Novatech File: 116154 Ref: R-2019-151

November 28, 2019

United Counties of Prescott and Russell 59 Court Street P.O. Box 304 ON, K0B 1K0

Attention: Mr. Sylvain Boudreault Junior Planner

Dear Sir:

Reference: Menard East, Embrun Traffic Impact Study Novatech File No. 116154

This Traffic Impact Study has been prepared in support of the Draft Plan of Subdivision Application for the proposed development located northeast of the St. Pierre Road/Notre Dame Street intersection.

This study determines the traffic impacts of the development. It evaluates future intersection capacity, estimates site generated traffic, and reviews on-site traffic operations. The structure and format of the report adheres to the standards identified in the MTO publication General Guidelines for the Preparation of Traffic Impact Studies (Jan 2008).

If you have any questions or comments regarding this report, please feel free to contact Jennifer Luong, or the undersigned.

Yours truly,

NOVATECH

Rochelle Fortier, B.Eng. E.I.T. | Transportation/Traffic

CC: Dominique Tremblay, Township of Russell

M:\2016\116154\DATA\Reports\Traffic\20191128-TIS.docx

Suite 200, 240 Michael Cowpland Drive, Ottawa ON K2M 1P6 Tel: 613.254.9643 Fax: 613.254.5867 www.novatech-eng.com Traffic Impact Study Menard East Subdivision

TABLE OF CONTENTS 1.0 INTRODUCTION ...... 1 1.1 Proposed Development ...... 2 1.2 Analysis Parameters ...... 3 1.3 Analysis Methods ...... 3 2.0 EXISTING CONDITIONS ...... 4 2.1 Roadway Facilities ...... 4 2.2 Intersections ...... 5 2.3 Pedestrian and Cycling Facilities ...... 7 2.4 Transit Service ...... 7 2.5 Existing Traffic Volumes...... 7 3.0 BACKGROUND TRAFFIC CONDITIONS ...... 8 3.1 Historic Growth ...... 8 3.2 Other Area Development ...... 9 3.3 Background Traffic Volumes ...... 9 4.0 SITE TRAFFIC ...... 13 4.1 Trip Generation ...... 13 4.2 Trip Distribution ...... 14 4.3 Trip Assignment ...... 14 5.0 TOTAL TRAFFIC CONDITIONS ...... 16 6.0 INTERSECTION OPERATING CONDITIONS...... 21 6.1 Existing Traffic Operations ...... 21 6.2 Background Traffic Operations ...... 22 6.3 Total Traffic Operations ...... 23 7.0 ON-SITE DESIGN REVIEW ...... 26 7.1 Site Circulation ...... 26 7.2 Parking ...... 26 8.0 CONCLUSIONS AND RECOMMENDATIONS ...... 27

Novatech Traffic Impact Study Menard East Subdivision

Figures Figure 1: View of the Subject Site ...... 1 Figure 2: Embrun Community Study Area (AECOM, 2018) ...... 2 Figure 3: Existing Traffic Volumes ...... 8 Figure 4: 2027 Background Traffic Volumes – Blais Street Open at Notre Dame Street ...... 10 Figure 5: 2027 Background Traffic Volumes – Blais Street Closed at Notre Dame Street ...... 11 Figure 6: 2032 Background Traffic Volumes – Blais Street Open at Notre Dame Street ...... 12 Figure 7: 2032 Background Traffic Volumes – Blais Street Closed at Notre Dame Street ...... 13 Figure 8: Site Generated Traffic Volumes – Blais Street Open at Notre Dame Street...... 15 Figure 9: Site Generated Traffic Volumes – Blais Street Closed at Notre Dame Street ...... 16 Figure 10: 2027 Total Traffic Volumes – Blais Street Open at Notre Dame Street ...... 17 Figure 11: 2027 Total Traffic Volumes – Blais Street Closed at Notre Dame Street ...... 18 Figure 12: 2032 Total Traffic Volumes – Blais Street Open at Notre Dame Street ...... 19 Figure 13: 2032 Total Traffic Volumes – Blais Street Closed at Notre Dame Street ...... 20

Tables Table 1: ITE Trip Generation ...... 13 Table 2: Analysis Results - Existing Traffic Conditions ...... 21 Table 3: Analysis Results – Background Traffic Conditions ...... 22 Table 4: Analysis Results –Total Traffic Conditions ...... 24 Table 5: Parking Requirements ...... 26

Appendices Appendix A: Draft Plan Appendix B: Traffic Count Data Appendix C: Relevant Excerpts from Other Transportation Studies Appendix D: Left Turn Lane and Signal Warrants Appendix E: Notre Dame Street/Blais Street - Alternate Configurations Appendix F: Synchro Reports

Novatech Traffic Impact Study Menard East Subdivision

EXECUTIVE SUMMARY

Novatech has been retained to prepare a Traffic Impact Study in support of an application for Draft Plan Approval for the proposed Menard East subdivision.

A TIS Update was prepared by Novatech for the Menard West Subdivision in September 2014. The study investigated the impacts of the Menard West development to the St Pierre Road/Notre Dame Street and St Guillaume Road/Route 300 intersections. The Menard West development is located across St Pierre Road from the Menard East development.

The Russell Community Traffic Impact Study (AECOM, June 2018) was prepared for the Township of Russell. The study investigated the impact of future and newly developed residential subdivisions in Russell and Embrun on the existing transportation network. A total of 14 subdivisions in Embrun and 5 subdivisions in Russell were considered. The Menard East Subdivision was included in the residential subdivision referred to as ‘E3’ in this study. A total of 168 residential units were considered for the E3 subdivision.

The proposed Menard East subdivision consists of approximately 37 single family houses, 116 townhouses, 7 multi-unit condos (42 units), and 10 units of multi-residential. The proposed development will include an internal road network and will be accessible by two proposed connections: one to Labelle Street and one to Richelieu Street. The residential development is expected to be completed in one phase, with full build out anticipated by 2027.

This study addresses the operation of the St.Pierre Road/Notre Dame Street, Route 300/St. Augustin Road, Notre Dame Street/Blais Street, Notre Dame Street/Sainte Jeanne D’Arc Street, and St. Augustin Road/Lamadeleine Boulevard intersections. The analysis will be completed for the existing year, the build out year (2027), and the five year horizon (2032). Two scenarios were modeled, the roadway configuration as is present today, and the scenario where Blais Street is closed to traffic at Notre Dame Street (access would instead be to/from Sainte Jeanne D’Arc Street).

The main conclusions and recommendations of this report are as follows:

Existing Intersection Operations • All study area intersections are anticipated to operate with a level of service (LOS) B or better during the AM and PM peak hours. Should Blais Street be closed to traffic at Notre Dame Street, traffic would be diverted to the Notre Dame Street/Sainte Jeanne D’Arc Street intersection which would operate with a LOS C. • Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 1m to 14m, or approximately two car lengths. • An eastbound left turn lane with 50m of storage is currently warranted at the Notre Dame Street/Blais Street intersection. The existing storage length appears to be in the order of 20m with a 10:1 taper and is located on a horizontal curve. • No eastbound left turn lane is currently warranted at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc would trigger the need for a left turn lane with 30m of storage at Notre Dame Street/Sainte Jeanne D’Arc Street under existing conditions.

Novatech Traffic Impact Study Menard East Subdivision

Background Intersection Operations • All study area intersections are anticipated to operate with a LOS D or better during the AM and PM peak hours with Blais Street open to traffic at Notre Dame Street. Should Blais Street be closed to traffic at Notre Dame Street, traffic would be diverted to the Notre Dame Street/Sainte Jeanne D’Arc Street intersection which would operate with a LOS E in the PM peak. • Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 2m to 50m, or approximately seven car lengths. • An eastbound left turn lane with a storage length of 70m is warranted at the Notre Dame Street/Blais Street intersection and an eastbound left turn lane with a storage length of 15m is warranted under background traffic conditions at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc would increase the necessary eastbound left storage length to 70m at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection.

Total Intersection Operations • Under 2027 total traffic conditions, all study area intersections are anticipated to operate with a LOS D or better during the AM and PM peak hours. • Under 2032 total traffic conditions, the Notre Dame Street/Blais Street intersection is anticipated to operate with delays of 40 seconds and a LOS E in the PM peak hour. Should Blais Street be closed to traffic at Notre Dame Street and traffic be diverted to Sainte Jeanne D’Arc Street, the Notre Dame Street/Sainte Jeanne D’Arc Street would operate with delays of 49 seconds and a LOS E in the PM peak hour. All other study area intersections are anticipated to operate with a LOS C or better during the AM and PM peak hours. • Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 2m to 55m, or approximately eight car lengths. Note that an increase from 2m to 50m was demonstrated in 2032 background traffic conditions, and that the addition of site generated traffic would only increase the queue length by 5m. • The Ontario Traffic Manual (OTM) Signalization warrants are only 51% met at the Notre Dame Street/Blais Street intersection and are only 55% met at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection if Blais Street is closed to traffic at Notre Dame Street. Side street stop control is sufficient at the Notre Dame Street/Blais Street and Notre Dame Street/Sainte Jeanne D’Arc Street intersections. • A roundabout configuration is identified in the Township’s 2019 Streetscape Master Plan and Urban Design Guidelines report as an alternative configuration of the Notre Dame Street/Blais Street intersection. Side street stop-controlled intersections that are operating within their capacity will generally provide better performance in terms of overall delay than roundabouts, as side street stop control maintains free flow conditions for the dominant approaches. All-way stop control is not warranted at the Notre Dame Street/Blais Street intersection. If a future roundabout is pursued by others to address collision history or geometry/access spacing concerns, additional analysis should be conducted to confirm if a southbound right-turn bypass lane is required based on the projected traffic. • The proposed development is anticipated to add 78 two-way vehicle trips during the AM peak hour and 97 two-way vehicle trips during the PM peak hour to Labelle Street. This is equivalent to one vehicle every 40-45 seconds.

Novatech Traffic Impact Study Menard East Subdivision

• The proposed development is anticipated to add 26 two-way vehicle trips during the AM peak hour and 32 two-way vehicle trips during the PM peak hour to Richelieu Street. This is equivalent to one vehicle every 1-1.3 minutes. • The addition of site generated traffic is not anticipated to have any significant impact on the study area intersection operations.

On-Site Design • Right of way (ROW) widths of 20m are proposed for all internal streets. Internal streets will have a width of 9m, and the private access roads to the condo blocks will have a width of 6m. With the proposed 20m ROW, two travel lanes (one in each direction) and a single parking lane (i.e. parking on one side of the road only) can be provided. • The proposed development is laid out effectively such that two-way traffic can easily be accommodated. The proposed intersections on-site are considered to be appropriately spaced from each other and adjacent intersections (i.e. approximately 150m of separation or greater). • Pedestrians and cyclists will be accommodated on-street given the context of the proposed development (low speed residential neighbourhood) and consistent with adjacent neighbourhood roads (i.e. Richelieu Street and Labelle Street). • Two pathway blocks are proposed, one connecting to the existing school to the south and one through the open space block to the west. A second pathway connection to the school could be provided through the park block at the Richelieu Street connection. • The proposed development will provide a sufficient amount of parking in the form of a driveway and garage located on the same lot for single family homes and townhouses. The medium density residential block will be subject to a future Site Plan application, and parking requirements will be further reviewed at that time.

Novatech Traffic Impact Study Menard East Subdivision

1.0 INTRODUCTION

Novatech has been retained to prepare a Traffic Impact Study in support of an application for Draft Plan Approval for the proposed Menard East subdivision.

The lands are currently vacant and are located northeast of the St Pierre Road/Notre Dame Street intersection. The subject site is surrounded by the following:

• Agricultural lands and Route 300 to the north; • Residential dwellings, an elementary school and Labelle Street to the east; • Richelieu Street and the planned New York Park Subdivision to the south; and • Residential dwellings and St. Pierre Road to the west.

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

Figure 1: View of the Subject Site T IRE RD PIERREST.

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Figure 2: Embrun Community Study Area (AECOM, 2018)

1.1 Proposed Development

The proposed subdivision consists of approximately 37 single family houses, 116 townhouses, 7 multi-unit condos (42 units), and 10 units of multi-residential. The proposed development will include an internal road network and will be accessible by two proposed connections: one to Labelle Street and one to Richelieu Street.

The subject site is currently zoned R1A-h Residential 1A – holding on Schedule ‘A1b’ of the Township of Russell Zoning By-Law.

The residential development is expected to be completed in one phase, with full build out anticipated by 2027.

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A copy of the Draft Plan is included in Appendix A.

1.2 Analysis Parameters

This study will address the operation of the St.Pierre Road/Notre Dame Street, Route 300/St. Augustin Road, Notre Dame Street/Blais Street, Notre Dame Street/Sainte Jeanne D’Arc Street, and St. Augustin Road/Lamadeleine Boulevard intersections. The analysis will be completed for the existing year, the build out year (2027), and the five year horizon (2032).

Per the Township’s Downtown Streetscape Master Plan and Urban Design Guidelines report (June 2019), Blais Street may be closed to traffic at Notre Dame Street.

Two scenarios will be modeled for analysis: the roadway configuration as is present today, and the scenario where Blais Street is closed to traffic at Notre Dame Street (access would instead be to/from Sainte Jeanne D’Arc Street).

The weekday AM and PM peak hours are considered to represent the “worst case” combination of site-generated traffic and peak traffic conditions of the adjacent roadways. Intersection capacity analysis has been completed for the weekday AM and PM peak hours.

1.3 Analysis Methods

Intersection capacity analysis was completed using Synchro 10 software. This software uses methodology from the Highway Capacity Manual (HCM), published by the Transportation Research Board, to evaluate signalized and unsignalized intersections.

Intersection operating conditions are commonly described in terms of a Level of Service (LOS) and volume to capacity (v/c) ratio. LOS is a quality measure of speed, freedom to manoeuvre, interruptions, comfort and convenience. Letters are assigned to six levels, with LOS ‘A’ representing optimal operating conditions and LOS ‘F’ representing failing operating conditions. Vehicle capacity is defined as the maximum number of vehicles that can pass a given point during a specified period under prevailing traffic conditions.

The LOS of a signalized intersection is typically related to the stopped delay per vehicle, measured in seconds. In the 2010 HCM, delay is defined as a measure of driver discomfort and frustration, fuel consumption, and lost travel time. For signalized intersections, Exhibit 18-4 of the 2010 HCM defines the relationship between control delay and LOS as follows:

LOS Delay (sec) A <10 B 10 to 20 C 20 to 35 D 35 to 55 E 55 to 80 F >80

At signalized intersections, the MTO General Guidelines for the Preparation of Traffic Impact Studies identify a v/c ratio of 0.85 as the threshold that defines a ‘critical’ movement.

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The LOS of an unsignalized intersection is based on average control delay and is defined for individual movements. Control delay includes initial deceleration, queue move-up time, stopped time and final acceleration. For unsignalized intersections, Exhibit 19-1 of the 2010 HCM defines the relationship between control delay and LOS as follows:

LOS Delay (sec/veh) A <10 B 10 to 15 C 15 to 25 D 25 to 35 E 35 to 50 F >50

In this study, movements at signalized and unsignalized intersections have been evaluated in terms of the LOS as defined in the foregoing tables. Mitigation measures will be considered for movements with a LOS of E or F for unsignalized intersections, or a v/c ratio exceeding 0.85 for signalized intersections.

2.0 EXISTING CONDITIONS

2.1 Roadway Facilities

St Pierre Road is classified as a Village Major Collector (within the community of Embrun) on Schedule B of the Township of Russell’s Official Plan and as a Local Street on Schedule D of the United Counties of Prescott and Russell (UCPR) Official Plan. It generally runs on a north-south alignment, with its northern terminus intersecting with St Guillaume Road. South of Notre Dame Street, St Pierre Road becomes Ste Marie Street. Within the community of Embrun (south of Route 300), St Pierre Road has a posted speed limit of 50km/h. North of Embrun, St Pierre Road has a posted speed limit of 80km/h. St Pierre Road has a two-lane undivided cross section with curbs, sidewalks and on-street parking south of Notre Dame Street and curbs and a sidewalk on the west side north of Notre Dame Street to the New York Central Fitness Trail. North of the New York Central Fitness Trail, St Pierre Road has a rural cross section with no curbs or sidewalks.

Notre Dame Street (County Road 3) is an east-west roadway that is classified within the community of Embrun as a Village Major Collector on Schedule B of the Township of Russell’s Official Plan and as a Minor Collector on Schedule D of the UCPR Official Plan. West of the community of Embrun, it continues as Castor Street. East of Limoges Street, it continues as Route 500 West. Within the community of Embrun, Notre Dame Street has a posted speed limit of 50km/h.

St. Augustin Road is classified as a Village Major Collector (within the community of Embrun) on Schedule B of the Township of Russell’s Official Plan, and as a Local Street on Schedule D of the UCPR Official Plan. Within the study area, it runs on a north-south alignment and has a two-lane undivided cross section. Within the community of Embrun, St. Augustin Road has a speed limit of 50km/h, changing to a speed limit of 80km/h approximately 400m south of Route 300.

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Route 300 is classified as a Local Collector on Schedule D of the UCPR Official Plan. It is an east-west roadway that runs from Limoges Road in the east to St Guillaume Road in the west. Route 300 has a two-lane undivided rural cross section and a posted speed limit of 80km/h.

Blais Street is classified as a Village Minor Collector on Schedule B of the Township of Russell’s Official Plan, and as a Local Street on Schedule D of the UCPR Official Plan. It has a two-lane undivided rural cross section with a posted speed limit of 50km/h.

Richelieu Street is classified as a Village Minor Collector on Schedule B of the Township of Russell’s Official Plan, and as a Local Street on Schedule D of the UCPR Official Plan. It has a two-lane undivided rural cross section and a regulatory speed limit of 50km/h.

Labelle Street is classified as a Village Local Road on Schedule B of the Township of Russell’s Official Plan and as a Local Street on Schedule D of the UCPR Official Plan. It has a two-lane undivided urban cross section and a regulatory speed limit of 50km/h.

Lamadeleine Boulevard is classified as a Village Local Road on Schedule B of the Township of Russell’s Official Plan and as a Local Street on Schedule D of the UCPR Official Plan. It has a two-lane undivided cross section and a regulatory speed limit of 50km/h, with curbs west of St Jean Baptiste Street.

Sainte Jeanne D’Arc Street is classified as a Village Local Road on Schedule B of the Township of Russell’s Official Plan and as a Local Street on Schedule D of the UCPR Official Plan. It has a two-lane undivided cross section and a regulatory speed limit of 50km/h.

2.2 Intersections

Notre Dame Street/Blais Street

• Side street stop-controlled intersection, with free flow on Notre Dame Street and stop- control on Blais Street • Eastbound: one left turn lane, one through lane • Westbound: one shared through/right turn lane • Southbound: One shared left/right turn lane

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Notre Dame Street/Sainte Jeanne D’Arc Street

• Side street stop-controlled intersection, with free flow on Notre Dame Street and stop- control on Sainte Jeanne D’Arc Street • One travel lane in all directions, with parking lanes in either direction on Notre Dame Street • Trucks are banned on Sainte Jeanne D’Arc Street

St Augustin Road/Lamadeleine Boulevard

• All way stop controlled • One lane in all directions

St Augustin Road/Route 300

• All way stop controlled • One lane in all directions

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St Pierre Road/Notre Dame Street/Ste Marie Street

• Signalized intersection • Northbound/Southbound: one left turn lane, one through/right turn lane • Eastbound: one left turn lane, one through lane, one right turn lane • Westbound: one left turn lane, one through/right turn lane • Standard crosswalks are provided on all approaches

2.3 Pedestrian and Cycling Facilities

Currently, the primary cycling facility in the Township of Russell is the major cycling/pedestrian path on the former New York Central railway corridor – the New York Central Trail – running east west between the communities of Russell and Embrun. The eastern terminus of this trail is approximately at the Notre Dame Street/Blais Street intersection, however there is a paved shoulder which acts as a shared bike lane and pedestrian facility that continues along the north side of Blais Street.

A sidewalk is provided along the west side of St Pierre Road, from Notre Dame Street to the New York Central Fitness Trail. Sidewalks are provided on both sides of St Augustin Road from Notre Dame Street to Centenaire Street, on both sides of Notre Dame Street within the community of Embrun, and on the west side of Sainte Jeanne D’Arc Street.

A pedestrian crossover is provided at the Blais Street/Sainte Jeanne D’Arc Street intersection.

No pedestrian or cycling facilities are provided along Route 300, Labelle Street, Lamadeleine Boulevard, or Richelieu Street.

2.4 Transit Service

Russell Transpo offers its residents a commuting service between Embrun and Russell to Ottawa and Hull Monday to Friday. The nearest bus stop to the subject site is at the Embrun Arena (6 Blais Street), which also operates as a park & ride facility.

2.5 Existing Traffic Volumes

Weekday peak hour traffic counts were included at the St Pierre Road/Notre Dame Street/Ste Marie Road and Route 300/St Augustin Road intersections in the 2018 AECOM TIS. Weekday peak hour traffic counts at the Notre Dame Street/Blais Street intersection were included in the New York Central Park Subdivision TIS (D.J. Halpenny & Associates, 2018). Weekday traffic

Novatech Page 7 Traffic Impact Study Menard East Subdivision counts were coordinated by Novatech at the Notre Dame Street/Sainte Jeanne D’Arc Street and St Augustin/Lamadeleine Boulevard intersections.

The traffic counts were completed on the following dates:

• St Pierre Road/Notre Dame Street/Ste Marie Road September 21, 2016 (Wednesday) • Route 300/St Augustin Road November 22, 2017 (Wednesday) • Notre Dame Street/Blais Street February 14, 2018 (Wednesday) • Notre Dame Street/Sainte Jeanne D’Arc Street September 17, 2019 (Tuesday) • St Augustin Road/Lamadeleine Boulevard September 17, 2019 (Tuesday)

Existing traffic volumes are shown in Figure 2. Peak hour traffic count summary sheets can be found in Appendix B.

Figure 3: Existing Traffic Volumes

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

3(43) 83(205)

33(9)

LAMADELEINE BLVD 8(7)

6(9) 239(103)

3.0 BACKGROUND TRAFFIC CONDITIONS

3.1 Historic Growth

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The Township of Russell Official Plan (January 2018) forecasts a 52% population increase by 2036 compared to 2011, and provides the following population forecast table. This is corroborated in the United Counties of Prescott and Russell Official Plan (November 2018).

Year Population 2011 15,680 2036 23,830

This would indicate a growth rate of approximately 2% per year.

The New York Central Park Subdivision TIS (D.J. Halpenny & Associates, 2018) assumed an annual growth rate of 2% along the study area roadways, based on a comparison of 2013 and 2018 traffic counts along St Pierre Road and Notre Dame Street.

An annual background traffic growth rate of 2% per year will be applied to the study area roadways, as per discussions with the Township of Russell.

3.2 Other Area Development

The Menard West Subdivision (located northwest of the Notre Dame Street/St. Pierre Road intersection) is currently under construction and will be completed by the 2027 buildout year. A planned total of 164 units are proposed for this subdivision. A TIS update was prepared in September 2014 by Novatech in support of this development. Relevant excerpts from the 2014 TIS are included in Appendix C.

The New York Central Park Subdivision is located south of the subject site and is planned to have access connections to St Pierre Road and to Blais Street. A combination of 32 townhouses and 186 apartments for a total of 218 residential units are proposed. The subdivision is expected to be constructed in one phase with full build out by 2028. Relevant excerpts from the 2018 TIS are included in Appendix C.

3.3 Background Traffic Volumes

Background traffic volumes for the 2027 buildout and 2032 horizon year were determined by applying the annual traffic growth rate to the existing peak hour traffic volumes and by adding the traffic from the other area developments described in Section 3.2.

The projected 2027 peak hour traffic volumes with and without Blais closure are shown in Figures 4 and 5, respectively. The projected 2032 peak hour traffic volumes with and without Blais closure are shown in Figures 6 and 7, respectively.

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Figure 4: 2027 Background Traffic Volumes – Blais Street Open at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

3(43) 96(238)

33(9)

LAMADELEINE BLVD 8(7)

6(9) 277(119)

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Figure 5: 2027 Background Traffic Volumes – Blais Street Closed at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

3(43) 96(238)

33(9)

LAMADELEINE BLVD 8(7)

6(9) 277(119)

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Figure 6: 2032 Background Traffic Volumes – Blais Street Open at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

3(43) 105(258)

33(9)

LAMADELEINE BLVD 8(7)

6(9) 301(130)

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Figure 7: 2032 Background Traffic Volumes – Blais Street Closed at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

3(43) 105(258)

33(9)

LAMADELEINE BLVD 8(7)

6(9) 301(130)

4.0 SITE TRAFFIC

4.1 Trip Generation Trip generation assumptions are based on the Institute of Transportation Engineers’ (ITE) Trip Generation Manual (10th Edition). Table 1 outlines the estimated site traffic using the trip generation rates for the proposed development.

Table 1: ITE Trip Generation

ITE Units/ AM Peak PM Peak Land Use Code GFA IN OUT TOT IN OUT TOT Single Family Homes 210 37 7 21 28 22 13 35 Townhouses 220 116 13 42 55 42 25 67

Medium Density Residential 221 62 5 16 21 17 11 28

Total 25 79 104 81 49 130

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From the previous table, the proposed development is anticipated to generate 104 trips (25 in, 79 out) in the AM peak and 130 trips (81 in, 49 out) in the PM peak.

4.2 Trip Distribution

The distribution of trips generated by the proposed development was assumed to be consistent with the distribution as outlined in the Russell Community Traffic Impact Study (AECOM, 2018).

The AECOM 2018 TIS distributed trips based on trip destination information from the Township of Russell Transportation Master Plan (2016). The Master Plan assumed four regional destinations of origins, which were: the City of Ottawa, the Montreal Urban Community, the United Counties of Stormont, Dundas and Glengarry (SDG), and other locations in the United Counties of Prescott and Russell (UCPR). The following summarizes the trip distribution as outlined in the 2018 AECOM TIS:

• 55% to/from Ottawa • 10% to/from Montreal • 5% to/from SDG • 30% to/from UCPR

Trips generated by the proposed development were distributed to the surrounding road network as follows:

• 15% to/from the east via Route 300 • 15% to/from the east via Notre Dame Street • 5% to/from the north via St. Augustin Road • 20% to/from the north via St. Pierre Road • 20% to/from the west via Notre Dame Street • 20% to/from the west via Route 300 • 5% to/from the south via St. Pierre Road

4.3 Trip Assignment

Per the Township’s Downtown Streetscape Master Plan and Urban Design Guidelines report (June 2019), Blais Street may be closed to traffic at Notre Dame Street. Two scenarios will be modeled for analysis: the roadway configuration as is present today, and the scenario where Blais Street is to traffic closed at Notre Dame Street (access would instead be to/from Sainte Jeanne D’Arc Street).

Trips were assigned to the surrounding road network based on logical routing assumptions. All trips to and from the east and north have been assigned to the Lamadeleine Boulevard/St. Augustin Road intersection. All trips to and from the south have been assigned to the Blais Street or Sainte Jeanne D’Arc Street access. Of the trips to and from the west, all trips using Notre Dame Street have been assigned to the Blais Street or Sainte Jeanne D’Arc Street access, and trips using Route 300 have been assigned to the Lamadeleine Boulevard access.

Trips generated by the proposed development with Blais Street open at Notre Dame Street and with Blais Street closed at Notre Dame Street are shown in Figures 8 and 9.

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Figure 8: Site Generated Traffic Volumes – Blais Street Open at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection 15(49)

47(29)

LAMADELEINE BLVD 12(7) 4(12)

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Figure 9: Site Generated Traffic Volumes – Blais Street Closed at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection 15(49)

47(29)

LAMADELEINE BLVD 12(7) 4(12)

5.0 TOTAL TRAFFIC CONDITIONS

Total traffic volumes for the 2027 build out and 2032 horizon year have been calculated by adding the site generated traffic volumes with the projected background traffic volumes. Total traffic volumes for 2027 and 2032 (with and without Blais Street being open at Notre Dame Street) are shown in Figures 10, 11, 12 and 13, respectively.

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Figure 10: 2027 Total Traffic Volumes – Blais Street Open at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

18(92) 96(238)

80(38)

LAMADELEINE BLVD 20(14)

10(21) 277(119)

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Figure 11: 2027 Total Traffic Volumes – Blais Street Closed at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

18(92) 96(238)

80(38)

LAMADELEINE BLVD 20(14)

10(21) 277(119)

Novatech Page 18 Traffic Impact Study Menard East Subdivision

Figure 12: 2032 Total Traffic Volumes – Blais Street Open at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

18(92) 105(258)

80(38)

LAMADELEINE BLVD 20(14)

10(21) 301(130)

Novatech Page 19 Traffic Impact Study Menard East Subdivision

Figure 13: 2032 Total Traffic Volumes – Blais Street Closed at Notre Dame Street

LEGEND xx AM Peak Hour veh/h (yy) PM Peak Hour veh/h Signalized Intersection

Unsignalized Intersection

18(92) 105(258)

80(38)

LAMADELEINE BLVD 20(14)

10(21) 301(130)

Novatech Page 20 Traffic Impact Study Menard East Subdivision

6.0 INTERSECTION OPERATING CONDITIONS

6.1 Existing Traffic Operations

Intersection capacity analysis has been completed for the existing traffic condition. The results of the analysis are summarized in the following table for the weekday AM and PM peak hours. Detailed reports are included in Appendix F.

Table 2: Analysis Results - Existing Traffic Conditions AM Peak PM Peak Intersection Max. Max. v/c or LOS Mvmt v/c or LOS Mvmt Delay Delay Existing Traffic Notre Dame Street/St. Pierre Road/Ste 0.51 A NBL 0.45 A SBL Marie Street

Route 300/St. Augustin Road 11 sec. B NB 10 sec. A EB

St. Augustin Road/Lamadeleine 9 sec. A NB 9 sec. A SB Boulevard

Notre Dame Street/Blais Street 12 sec. B SB 14 sec. B SB Notre Dame Street/Sainte Jeanne D’Arc Street 11 sec. B SB 13 sec. B SB (with Blais Street open to traffic at Notre Dame Street) Notre Dame Street/Sainte Jeanne D’Arc Street 12 sec. B SB 15 sec. C SB (with Blais Street closed to traffic at Notre Dame Street)

Under existing traffic conditions, all study area intersections are anticipated to operate with a LOS B or better during the AM and PM peak hours. Should Blais Street be closed to traffic at Notre Dame Street, traffic would be diverted to the Notre Dame Street/Sainte Jeanne D’Arc Street intersection which would operate with a LOS C.

Maximum queue length for the westbound through movement at the Notre Dame Street/St. Pierre Road/Ste Marie Street intersection is approximately 80m during the AM peak. This queue length is not anticipated to extend past the Notre Dame Street/Dignard Street intersection (approximately 210m east of St. Pierre Road).

A review of Ministry of Transportation of Ontario (MTO) left turn storage graphs indicate that an eastbound left turn lane with 50m of storage is currently warranted at the Notre Dame Street/Blais Street intersection. The existing storage length appears to be in the order of 20m with a 10:1 taper

Novatech Page 21 Traffic Impact Study Menard East Subdivision and is located on a horizontal curve. The MTO left turn storage graphs also indicated that no eastbound left turn lane is currently warranted at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc would trigger the need for a left turn lane with 30m of storage at Notre Dame Street/Sainte Jeanne D’Arc Street under existing conditions. Copies of the MTO left turn storage graphs are included in Appendix D.

6.2 Background Traffic Operations

Operating conditions at the study area intersections are summarized in Table 3 for the 2027 and 2032 weekday AM and PM peak periods. Detailed reports are included in Appendix F.

Table 3: Analysis Results – Background Traffic Conditions AM Peak PM Peak Intersection Max. Max. v/c or LOS Mvmt v/c or LOS Mvmt Delay Delay 2027 Background Traffic Notre Dame Street/St. Pierre Road/Ste 0.59 A NBL 0.60 A WBT Marie Street 12 11 Route 300/St. Augustin Road B NB B EB sec. sec. St. Augustin Road/Lamadeleine 10 A NB 9 sec. A SB Boulevard sec. 15 25 Notre Dame Street/Blais Street B SB C SB sec. sec. Notre Dame Street/Sainte Jeanne D’Arc 11 15 Street (with Blais Street open to traffic at B SB B SB sec. sec. Notre Dame Street) Notre Dame Street/Sainte Jeanne D’Arc 15 28 Street (with Blais Street closed to traffic C SB D SB sec. sec. at Notre Dame Street) 2032 Background Traffic Notre Dame Street/St. Pierre Road/Ste 0.62 B NBL 0.66 B WBT Marie Street 13 12 Route 300/St. Augustin Road B NB B EB sec. sec. St. Augustin Road/Lamadeleine 10 A NB 9 sec. A SB Boulevard sec. 17 35 Notre Dame Street/Blais Street C SB D SB sec. sec. Notre Dame Street/Sainte Jeanne D’Arc 12 15 Street (with Blais Street open to traffic at B SB B SB sec. sec. Notre Dame Street) Notre Dame Street/Sainte Jeanne D’Arc 17 42 Street (with Blais Street closed to traffic C SB E SB sec. sec. at Notre Dame Street)

Novatech Page 22 Traffic Impact Study Menard East Subdivision

Under 2027 and 2032 background traffic conditions, all study area intersections are anticipated to operate with a LOS D or better during the AM and PM peak hours with Blais Street open to traffic at Notre Dame Street. Should Blais Street be closed to traffic at Notre Dame Street, traffic would be diverted to the Notre Dame Street/Sainte Jeanne D’Arc Street intersection which would operate with a LOS E in the PM peak.

Maximum queue length for the westbound through movement at the Notre Dame Street/St. Pierre Road/Ste Marie Street intersection is anticipated to be approximately 135m during the AM peak. This queue length is not anticipated to extend past the Notre Dame Street/Dignard Street intersection (located approximately 210m east of St. Pierre Street). Synchro identifies that the westbound queue may take more than one cycle to clear the intersection during the peak hour.

Maximum queue length for the eastbound through movement at the Notre Dame Street/St. Pierre Road/Ste Marie Street intersection is anticipated to be approximately 110m during the PM peak. This queue length may periodically extend to the eastern Notre Dame Street/Equinox Drive intersection (located approximately 120m west of St. Pierre Road) during the PM peak hour. Synchro identifies that the eastbound queue may take more than one cycle to clear the intersection during the peak hour under 2032 background traffic conditions.

A review of MTO left turn storage graphs indicate that an eastbound left turn lane with a storage length of 70m is warranted at the Notre Dame Street/Blais Street intersection and an eastbound left turn lane with a storage length of 15m is warranted under background traffic conditions with Blais Street open to traffic at Notre Dame Street at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc would increase the necessary eastbound left storage length to 70m at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Copies of the MTO left turn storage graphs are included in Appendix D.

6.3 Total Traffic Operations

Operating conditions at the study area intersections have been evaluated for the 2027 and 2032 total traffic scenarios, as summarized in the following table. Detailed reports are included in Appendix F.

Novatech Page 23 Traffic Impact Study Menard East Subdivision

Table 4: Analysis Results –Total Traffic Conditions AM Peak PM Peak Intersection Max. Max. v/c or LOS Mvmt v/c or LOS Mvmt Delay Delay 2027 Total Traffic Notre Dame Street/St. Pierre Road/Ste 0.59 A NBL 0.61 B WBT Marie Street 12 13 Route 300/St. Augustin Road B NB B EB sec. sec. St. Augustin Road/Lamadeleine 10 10 B NB A SB Boulevard sec. sec. 16 27 Notre Dame Street/Blais Street C SB D SB sec. sec. Notre Dame Street/Sainte Jeanne D’Arc 11 15 Street (with Blais Street open to traffic at B SB B SB sec. sec. Notre Dame Street) Notre Dame Street/Sainte Jeanne D’Arc 16 31 Street (with Blais Street closed to traffic C SB D SB sec. sec. at Notre Dame Street) 2032 Total Traffic Notre Dame Street/St. Pierre Road/Ste NBL/ 0.62 B 0.67 B WBT Marie Street WBT 15 14 Route 300/St. Augustin Road B NB B EB sec. sec. St. Augustin Road/Lamadeleine 10 10 B NB B SB Boulevard sec. sec. 17 40 Notre Dame Street/Blais Street C SB E SB sec. sec. Notre Dame Street/Sainte Jeanne D’Arc 12 16 Street (with Blais Street open to traffic at B SB B SB sec. sec. Notre Dame Street) Notre Dame Street/Sainte Jeanne D’Arc 18 49 Street (with Blais Street closed to traffic C SB E SB sec. sec. at Notre Dame Street)

Under 2027 total traffic conditions, all study area intersections are anticipated to operate with a LOS D or better during the AM and PM peak hours. Under 2032 total traffic conditions, the Notre Dame Street/Blais Street intersection is anticipated to operate with delays of 40 seconds and a LOS E in the PM peak hour. Should Blais Street be closed to traffic at Notre Dame Street and traffic be diverted to Sainte Jeanne D’Arc Street, the Notre Dame Street/Sainte Jeanne D’Arc Street would operate with delays of 49 seconds and a LOS E in the PM peak hour. All other study area intersections are anticipated to operate with a LOS C or better during the AM and PM peak hours.

Maximum queue length for the westbound through movement at the Notre Dame Street/St. Pierre Road/Ste Marie Street intersection is anticipated to be approximately 140m during the AM peak.

Novatech Page 24 Traffic Impact Study Menard East Subdivision

This queue length is not anticipated to extend past the Notre Dame Street/Dignard Street intersection. Synchro identifies that the westbound queue may take more than one cycle to clear the intersection during the peak hour.

Maximum queue length for the eastbound through movement at the Notre Dame Street/St. Pierre Road/Ste Marie Street intersection is anticipated to be approximately 115m during the PM peak. This queue length may periodically extend to the eastern Notre Dame Street/Equinox Drive intersection (located approximately 120m west of St. Pierre Road) during the PM peak hour.

Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 2m to 55m, or approximately eight car lengths. Note that an increase from 2m to 50m was demonstrated in 2032 background traffic conditions, and that the addition of site generated traffic would only increase the queue length by 5m.

A review of traffic signalization warrants based on the criteria outlined in Ontario Traffic Manual (OTM) Book 12 has been completed to determine if traffic signals are warranted at the Notre Dame Street/Blais Street and Notre Dame Street/Sainte Jeanne D’Arc Street intersections. The signalization warrants were checked for projected 2032 total traffic volumes, as identified above. For traffic signals to be warranted for an intersection using AM and PM projected peak hour traffic volumes, the traffic signalization warrant would need to be 120% met. Based on the OTM traffic signalization warrant, the Notre Dame Street/Blais Street intersection is only 51% met, and the Notre Dame Street/Sainte Jeanne D’Arc Street intersection is only 55% met if Blais Street is closed to traffic at Notre Dame Street. Copies of the OTM traffic signalization warrants are included in Appendix D. Based on the foregoing, side street stop control is sufficient at the Notre Dame Street/Blais Street and Notre Dame Street/Sainte Jeanne D’Arc Street intersections.

A roundabout configuration is identified in the Township’s 2019 Streetscape Master Plan and Urban Design Guidelines report as an alternative configuration of the Notre Dame Street/Blais Street intersection. Alternate configurations are included in Appendix E. Side street stop- controlled intersections that are operating within their capacity will generally provide better performance in terms of overall delay than roundabouts, as side street stop control maintains free flow conditions for the dominant approaches. Roundabouts typically provide more capacity than all-way stop control as all-way stop control requires all drivers to stop before entering the intersection. OTM Book 5 identifies criteria for the implementation of all-way stop control. Based on OTM Book 5, all-way stop control should be implemented on major roads if the following conditions are met • The total vehicle volumes on all approaches to an intersection exceed 500 vehicles per hour for each of any eight hours of the day, • The combined vehicular and pedestrian volume on the minor street exceeds 200 units per hour during the same eight hours with an average delay to traffic on the minor street greater than 30 seconds, • The volume split does not exceed 70%/30%. Based on existing traffic volumes, the volume split exceeds 70%/30% and the minor street volume does not exceed 200 units per hour. Based on the foregoing, the all way-stop control warrant is not met. If a future roundabout is pursued by others to address collision history or geometry/access spacing concerns, additional analysis should be conducted to confirm if a southbound right-turn bypass lane is required based on the projected traffic.

Novatech Page 25 Traffic Impact Study Menard East Subdivision

Labelle Street is a local roadway that runs east-west from the subject site to St. Augustin Road and is fronted by residential dwellings. Based on the traffic volumes presented in this TIS, the proposed development is anticipated to add 78 two-way vehicle trips during the AM peak hour and 97 two-way vehicle trips during the PM peak hour to Labelle Street. This is equivalent to one vehicle every 40-45 seconds.

The proposed development is anticipated to add 26 two-way vehicle trips during the AM peak hour and 32 two-way vehicle trips during the PM peak hour to Richelieu Street. This is equivalent to one vehicle every 1-1.3 minutes.

The addition of site generated traffic is not anticipated to have any significant impact on the study area intersection operations.

7.0 ON-SITE DESIGN REVIEW

7.1 Site Circulation

Right of way (ROW) widths of 20m are proposed for all internal streets. Internal streets will have a width of 9m, and the private access roads to the condo blocks will have a width of 6m.

With the proposed 20m ROW, two travel lanes (one in each direction) and a single parking lane (i.e. parking on one side of the road only) can be provided.

The proposed development is laid out effectively such that two-way traffic can easily be accommodated. The proposed intersections on-site are considered to be appropriately spaced from each other and adjacent intersections (i.e. approximately 150m of separation or greater).

Pedestrians and cyclists will be accommodated on-street given the context of the proposed development (low speed residential neighbourhood) and consistent with adjacent neighbourhood roads (i.e. Richelieu Street and Labelle Street).

Two pathway blocks are proposed, one connecting to the existing school to the south and one through the open space block to the west. A second pathway connection to the school could be provided through the park block at the Richelieu Street connection.

7.2 Parking

Minimum vehicular parking rates for the proposed development are identified in the Township of Russell Zoning By-Law and are summarized in the following table.

Table 5: Parking Requirements Use Rate Units Required Vehicle Parking Single Family Home 2 per unit 37 74 Townhouses 2 per unit 116 232

Novatech Page 26 Traffic Impact Study Menard East Subdivision

The proposed development will provide a sufficient amount of parking in the form of a driveway and garage located on the same lot for single family homes and townhouses. The medium density residential block will be subject to a future Site Plan application, and parking requirements will be further reviewed at that time.

8.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the foregoing, the main conclusions and recommendations of this report are as follows:

Existing Intersection Operations • All study area intersections are anticipated to operate with a LOS B or better during the AM and PM peak hours. Should Blais Street be closed to traffic at Notre Dame Street, traffic would be diverted to the Notre Dame Street/Sainte Jeanne D’Arc Street intersection which would operate with a LOS C. • Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 1m to 14m, or approximately two car lengths. • An eastbound left turn lane with 50m of storage is currently warranted at the Notre Dame Street/Blais Street intersection. The existing storage length appears to be in the order of 20m with a 10:1 taper and is located on a horizontal curve. • No eastbound left turn lane is currently warranted at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection. Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc would trigger the need for a left turn lane with 30m of storage at Notre Dame Street/Sainte Jeanne D’Arc Street under existing conditions.

Novatech Page 27 Traffic Impact Study Menard East Subdivision

Jeanne D’Arc Street, the Notre Dame Street/Sainte Jeanne D’Arc Street would operate with delays of 49 seconds and a LOS E in the PM peak hour. All other study area intersections are anticipated to operate with a LOS C or better during the AM and PM peak hours. • Closing Blais Street to traffic at Notre Dame Street and diverting traffic to Sainte Jeanne D’Arc Street would increase the maximum southbound queue length at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection from 2m to 55m, or approximately eight car lengths. Note that an increase from 2m to 50m was demonstrated in 2032 background traffic conditions, and that the addition of site generated traffic would only increase the queue length by 5m. • The OTM Signalization warrants at the Notre Dame Street/Blais Street intersection are only 51% met and at the Notre Dame Street/Sainte Jeanne D’Arc Street intersection are only 55% met if Blais Street is closed to traffic at Notre Dame Street. Side street stop control is sufficient at the Notre Dame Street/Blais Street and Notre Dame Street/Sainte Jeanne D’Arc Street intersections. • A roundabout configuration is identified in the Township’s 2019 Streetscape Master Plan and Urban Design Guidelines report as an alternative configuration of the Notre Dame Street/Blais Street intersection. Side street stop-controlled intersections that are operating within their capacity will generally provide better performance in terms of overall delay than roundabouts, as side street stop control maintains free flow conditions for the dominant approaches. All-way stop control is not warranted at the Notre Dame Street/Blais Street intersection. If a future roundabout is pursued by others to address collision history or geometry/access spacing concerns, additional analysis should be conducted to confirm if a southbound right-turn bypass lane is required based on the projected traffic. • The proposed development is anticipated to add 78 two-way vehicle trips during the AM peak hour and 97 two-way vehicle trips during the PM peak hour to Labelle Street. This is equivalent to one vehicle every 40-45 seconds. • The proposed development is anticipated to add 26 two-way vehicle trips during the AM peak hour and 32 two-way vehicle trips during the PM peak hour to Richelieu Street. This is equivalent to one vehicle every 1-1.3 minutes. • The addition of site generated traffic is not anticipated to have any significant impact on the study area intersection operations.

Novatech Page 28 Traffic Impact Study Menard East Subdivision

The medium density residential block will be subject to a future Site Plan application, and parking requirements will be further reviewed at that time.

NOVATECH

Prepared by: Reviewed by:

Rochelle Fortier, B.Eng. Jennifer Luong, P.Eng. E.I.T. | Transportation/Traffic Senior Project Manager | Transportation/Traffic

Novatech Page 29

APPENDIX A

Draft Plan

St. Augustin Road SUBJECT TO THE CONDITIONS, IF ANY SET FORTH IN MY LETTER DATED Route 300

, 2019 St. Thomas Road St. Pierre Road THIS DRAFT PLAN IS APPROVED BY THE UNITED COUNTIES OF PRESCOTT AND RUSSELL UNDER SECTION 51 OF THE PLANNING ACT THIS DAY OF , 2019 SITE

x County Planner County of Russell Blais Street

Castor River

Notre Dame Street

St. Andre Road

E X I S T I N G A G R I C U L T U R A L Route 400

KEY MAP NOT TO SCALE

METRIC : MEASUREMENTS SHOWN ON THIS PLAN ARE IN METRES AND CAN BE CONVERTED TO FEET BY DIVIDING BY 0.3048.

20.00 BLOCK 72 BLOCK 71 69.00 Area= 0.05 Ha Area= 0.06 Ha BLOCK 50 BLOCK 53 BLOCK 51 BLOCK 52 32.74 BLOCK 49 32.19 BLOCK 54 BLOCK 55 BLOCK 56 BLOCK 57 BLOCK 58 BLOCK 59 BLOCK 60 (0.12 Acres) (0.17 Acres) Residential Residential Residential Residential Residential Residential Residential Residential Residential Residential Residential 18 17 16 Residential Area= 0.09 Ha Area= 0.09 Ha DRAFT PLAN OF SUBDIVISION OF Area= 0.09 Ha Area= 0.09 Ha Area= 0.11 Ha 32.32 Area= 0.11 Ha Area= 0.10 Ha Area= 0.10 Ha Area= 0.10 Ha Area= 0.10 Ha Area= 0.10 Ha Area= 0.10 Ha 20.00 (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.29 Acres) (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.24 Acres) (0.28 Acres) BLOCK 48 PART OF LOT 9 69.00 Residential 8.48 22.12 30.80 30.80 30.80 30.80 12.60 14.38 Area= 0.23 Ha (0.58 Acres) CONCESSION 7 20.00 Labelle Street 29.17 1 GEOGRAPHIC TOWNSHIP OF RUSSELL COUNTY OF RUSSELL 112.38 36.07 15.07 7.07 7.07 30.91 30.69 30.80 30.80 33.04 9.14 12.20 12.20 12.20 7.05 7.07 12.29 4.20 0 10 20 30 40 50 2 69.00 17.73 17.73 BLOCK 63 BLOCK 62

BLOCK 64 32.60 BLOCK 66 BLOCK 65 BLOCK 61 32.50 SCALE: 1 : 1250 Residential Residential Residential Residential Residential Residential 15 14 13 12 Area= 0.10 Ha Area= 0.10 Ha Area= 0.10 Ha BLOCK 47 30.79 Area= 0.13 Ha Area= 0.10 Ha Area= 0.10 Ha DATE: SEPTEMBER, 2019 (0.24 Acres) (0.24 Acres) (0.24 Acres) 20.00 6.56 (0.32 Acres) (0.25 Acres) (0.26 Acres) 20.00 3

Residential 47.44

3.28 E X I S T I N G R E S I D E N T I A L Area= 0.09 Ha 32.04 (0.24 Acres) 17.06 7.12 68.00 68.00 A 69.00 69.00 4 BLOCK 73 11 Street One 13.70 BLOCK 67 BLOCK 41 9.0m PATHWAY BLOCK 42 25.52 Residential Residential 28.37 Residential68.00 30.78

Area= 1.00 Ha 29.32 Area= 0.09 Ha BLOCK 46 Area= 0.10 Ha 68.00 10.06 (2.48 Acres) 35.36 (0.24 Acres) Residential (0.25 Acres) 5 65.00 67.00 64.00 Area= 0.10 Ha 17.44 10 63.00 (0.24 Acres)

11.03 10.24 66.00 45.30 35.37 11.28 6

BLOCK 40 68.00 BLOCK 43 69.00 9 23.34 19 68.00 Residential 30.78 Residential 30.79 Area= 0.09 Ha 9.00 Area= 0.09 Ha 7 38.60 (0.24 Acres) 8 30.79 SURVEYOR'S CERTIFICATE 62.93 (0.24 Acres) 32.00 BLOCK 74 12.00 63.00 SERVICING BLOCK I HEREBY CERTIFY THAT THE BOUNDARIES OF THE LANDS TO BE SUBDIVIDED AND THEIR 31.88 63.00 RELATIONSHIP TO ADJOINING LANDS ARE CORRECTLY SHOWN. Richelieu Street 64.00 20 12.00 65.00 BLOCK 39 66.00 BLOCK 69

30.78 Open Space 26.75 BLOCK 44 Residential Area= 0.09 Ha Area= 1.21 Ha BLOCK 70 21 12.00 Residential DATED (3.01 Acres) (0.24 Acres) 45.06 Area= 0.12 Ha DANIEL ROBINSON SWM (0.30 Acres) Area= 0.52 Ha 20.00 62.00 ONTARIO LAND SURVEYOR (1.28 Acres) 22 BLOCK 45 E X I S T I N G R E S I D E N T I A L 30.98 Residential 39.53 FARLEY, SMITH & DENIS SURVEYING LTD. 63.00 BLOCK 38 BLOCK 75 23 Area= 0.17 Ha ONTARIO LAND SURVEYORS 12.82 15.00 (0.42 Acres) 30.80 Residential 6.0m PATHWAY Area= 0.09 Ha (0.24 Acres) 67.00 66.00 8.53 65.00 24 44.83 7.70 13.69 68.00 E X I S T I N G I N S T I T U T I O N A L OWNER'S CERTIFICATE 32.00 64.00 37 I/WE, ,BEING THE REGISTERED OWNER(S), HEREBY AUTHORIZE NOVATECH TO 62.00 25 13.40 63.00 PREPARE AND SUBMIT THIS DRAFT PLAN OF SUBDIVISION TO THE UNITED COUNTIES OF PRESCOTT 63.00 64.00 62.00 65.00 AND RUSSELL FOR REVIEW AND APPROVAL. 62.00 13.27 12.02 36 66.00 13.93 27.65 6.25 26

13.75 33 35

27 14.81 28 DATED

32 12.02 34 x

12.20 I have the Authority to bind the Corporation 31 32.00

E X I S T I N G R E S I D E N T I A L 27.53

67.00 30 5.54 BLOCK 68 66.00 Area= 0.22 Ha 65.00 64.00 8.51 (0.54 Acres) ADDITIONAL INFORMATION REQUIRED UNDER

63.00 9.33 13.21 SECTION 51 (17) OF THE PLANNING ACT. 29 18.43 A) The boundaries of the land proposed to be subdivided, certified by an Ontario land Surveyor;

62.00 As shown on Draft Plan B) The locations, widths & names of the proposed highways within the proposed subdivision & of existing highways on which the proposed subdivision abuts; #26 As shown on Draft Plan

#79 C) On a small keyplan, on a scale of not less than 1cm to 100m, all of the land adjacent to the proposed subdivision that is owned by the #5 T/F=69.09 applicant or in which the applicant has an interest, every subdivision adjacent to the proposed subdivision & the relationship of the #7 boundaries of the land to be subdivided to the boundaries of the township lot of other original grant of which the land forms the whole part; T/F=69.15 #19 #3 #1 As Shown on Draft Plan #24 T/F=68.70 T/F=68.85 #9 D) The purpose for which the proposed lots are to be used; T/F=69.17 Residential, Park, Open Space, and SWM shown on Draft Plan

#81

EXCB The existing uses of all adjoining lands; T/G=67.63 E) #11 Agricultural, Residential, and Institutional shown on Draft Plan T/F=69.16 #22 The approximate dimensions & layout of the proposed lots; EXCB F) T/G=67.73 As shown on Draft Plan #83 EXCB #13 G) Natural & artificial features such as buildings or other structures or installations, railways, highways, watercources, drainage ditches, E X I S T I N G R E S I D ET/F=68.92 N T I A L wetlands & wooded areas within or adjacent to the land proposed to be subdivided;

T/F=68.80 As shown on Draft Plan #20 EXCB T/G=67.51 H) The availability and nature of domestic water supplies; #4 T/F=68.78 Development will be supplied with full municipal piped water service

#85

EXCB #86 T/G=67.28 T/F=68.83 T/F=68.64 I) The nature & porosity of the soil; EXCB #6 T/G=67.28 T/F=68.80 Brownish-Grey Sand-Silt-Clay, Silty Sand, Silt and Silty Clay

T/F=68.58 EXCB #18 T/G=67.31 J) Existing contours or elevations as may be required to determine the grade of the highways and the drainage of the land proposed to be subdivided; #8 Contours shown at 0.25 metre intervals on Draft Plan T/F=68.62 K) The municipal services available or to be available to the land proposed to be subdivided; EXCB T/G=67.26 #87 Development will be supplied with municipal water, sanitary and storm water sewer services.

T/F=68.96 #88

T/F=69.02 T/F=68.78 #16 L) The nature & extent of any restrictions affecting the land proposed to be subdivided, including restrictive covenants or easements. 1994, c. 23, s. 30; 1996, c. 4, s. 28 (3).; As shown on Draft Plan.

T/F=68.55#7

T/F=68.80#14

#89

T/F=68.82

EXCB #90 T/G=67.84 MENARD EAST SUBDIVISION

T/F=69.00

T/F=68.32 EXCB #12 T/G=67.81 T/F=68.71#5 EXCB T/G=67.05 PROJECT No. 116154 EXCB T/G=67.05 #91

T/F=68.49

T/F=68.26#10

T/F=69.09#3 Engineers, Planners & Landscape Architects Landscape & Planners Engineers,

#1 Suite 200, 240 Michael Cowpland Drive T/F=68.83 T/F=68.21#8 Ottawa, Ontario, Canada K2M 1P6

#93 EXCB T/F=68.60 T/G=67.19

EXCB Telephone (613) 254-9643 T/G=67.19 T/F=68.62#6 Facsimile (613) 254-5867 EXCB T/G=67.64 Website www.novatech-eng.com

T/F=68.35#4

#95

M:\2016\116154\CAD\Planning\Draft Plans\116154-DP.dwg, DP-A1, Sep 26, 2019 - 2:04pm, wsloss Plans\116154-DP.dwg, DP-A1, Sep M:\2016\116154\CAD\Planning\Draft T/F=68.54

EXCB T/G=67.63

APPENDIX B

Traffic Count Data

Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Rue Ste-Jeanne d'Arc Street & Rue Notre Dame Street Embrun, ON

All Vehicles Tuesday, 17 September 2019 (Except Bicycles & Electric Scooters) 266 0700-1000, 1130-1330 & 1500-1800 (A) 144 122 8 Hour Survey 144 City of Ottawa Ward ► N/A 98 0 46 0

Rue Notre Dame St. RueSte-Jeanne St. d'Arc Rue Notre Dame St.

2190 (D) 2140

Total Volume 52 2088 2140 0 4608 4702 0 4530 4 Approaching Intersection 2418 70 2344 (A+B+C+D) 0 2418 (B) 2390

All Pedestrian Crossings

0 0 0 0 20 0

0 0 3 N/A

0 Total 27 N/A AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

Pedestrian Crossings Pedestrian Crossings During AM Peak Hour During PM Peak Hour

24 2 42 5 d'ArcSt.

d'ArcSt. (A) 15 9 (A) 27 15

0 0 1 0 RueSte-Jeanne RueSte-Jeanne 15 27 Rue Notre Dame St. 12 0 3 0 N/A Rue Notre Dame St. 17 0 10 0 N/A 317 (D) 312 295 (D) 282 0 1 2 7 10 5 498 181 179 508 305 312 494 806 511 500 820 277 282 792 0 (A+B+C+D) 0 0 (A+B+C+D) 0 0 0 181 (B) 182 511 (B) 510 0 0 0 0 Rue Notre Dame St. 0 0 0 0 Rue Notre Dame St. 0 0

0 (C) 0 Summary - AM Peak Hr. 0 (C) 0 Summary - PM Peak Hr. N/A N/A Peak Hr. 0730-0830 Peak Hr. 1615-1715 0 Volume 508 0 Volume 820 PHF 0.90 PHF 0.88

Printed on: 9/19/2019 Prepared by: [email protected] Flow Diagrams: AM PM Peak Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Lamadeleine Boulevard and St. Augustin Road Embrun, ON

All Vehicles Tuesday, 17 September 2019 (Except Bicycles & Electric Scooters) 1888 0700-1000, 1130-1330 & 1500-1800 (A) 1010 878 8 Hour Survey 1010 City of Ottawa Ward ► N/A 127 883 0 0 Lamadeleine Blvd. St.Augustin Rd. N/A

166 (D) 0

Total Volume 0 0 0 0 301 1976 0 0 0 Approaching Intersection 135 87 0 (A+B+C+D) 48 135 (B) 0

All Pedestrian Crossings

1 39 791 0 2 831

(C)

932 831 2 N/A

1763 Total St.Augustin Rd. 5 1 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

Pedestrian Crossings Pedestrian Crossings During AM Peak Hour During PM Peak Hour 358 0 360 0

(A) 86 272 (A) 248 112

0 1

N/A N/A St. Augustin St. Rd. 86 Augustin St. Rd. 248 Lamadeleine Blvd. 3 83 0 0 1 Lamadeleine Blvd. 43 205 0 0 0 9 (D) 0 52 (D) 0 0 0 33 0 9 0 50 41 0 372 0 0 0 68 16 0 376 0 0 0 8 (A+B+C+D) 0 7 (A+B+C+D) 0 0 0 41 (B) 0 16 (B) 0 0 6 239 0 N/A 0 9 103 0 N/A 245 112

91 (C) 245 Summary - AM Peak Hr. 212 (C) 112 Summary - PM Peak Hr. Peak Hr. 0700-0800 Peak Hr. 1545-1645

336 Volume 372 324 Volume 376 St. Augustin St. Rd. St. Augustin St. Rd. PHF 0.90 PHF 0.85

Printed on: 9/18/2019 Prepared by: [email protected] Flow Diagrams: AM PM Peak Turning Movement Count Automobiles, Taxis, Light Summary, AM and PM Peak Hour Trucks, Vans, SUV's, Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Notre Dame St. and St. Marie St./St. Pierre Rd. Embrun, ON

All Vehicles Wednesday, 21 September 2016 (Except Bicycles & Electric Scooters) 590 0630-0800 & 1630-1800

349 241 3 Hours St. Pierre St. 349 122 65 162 0 Notre Dame St. Notre Dame St.

1446 1240

88 Total Volume 1079 1240 Approaching 73 2739 Intersection 0 2467

0 66 1293 970 257 3309 1293 1227

Pedestrians Crossing Each Approach

0 245 87 95 9 Survey 427 Summary

395 427 3

St. Marie St. 12

Traffic Survey Time Period(s) 822 0630-0800 & 1630-1800 5 3 Hours

176 270

82 94 190 80 St. Pierre St. St. Pierre St. 82 190 Notre Dame St. 33 11 38 0 Notre Dame St. 66 37 87 0

517 439 482 407

0 0 11 38 40 24 739 222 176 926 377 439 684 1162 680 500 1394 358 407 1037 35 24 140 25 0 0

222 245 680 630

0 107 45 31 Notre Dame St. 0 58 16 43 Notre Dame St. 183 117

AM 70 183 Summary - AM Peak Hr. PM 202 117 Summary - PM Peak Hr. Peak Hour Peak Hr. 0700-0800 Peak Hour Peak Hr. 1630-1730

Summary 253 Volume 926 Summary 319 Volume 1394 St. Marie St. St. Marie St. % of Total 28.0% % of Total 42.1% Printed on: 10/2/2016 PreparedPHF by: [email protected] Summary:PHF All 0.93Vehicles Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Route 300 & St. Augustin Road Embrun, ON

All Vehicles Wednesday, 22 November 2017 (Except Bicycles & Electric Scooters) 109 0700-0800 & 1630-1800 55 54 2.5 Hour Survey Ward: N/A 55

St.Rd. Augustin 8 40 7 0 Route 300 Route 300

470 357

4 206 Total Volume 357 945 147 659 1301 0 0 Approaching Intersection 4 475 183 288 475 302

Pedestrians Crossing Each Approach

0 256 46 112 0 Survey 414

Summary 475 414

0 0 St.Rd. Augustin Traffic Survey Time Period(s) 889 Total Pedestrian No 0700-0800 & 1630-1800 Crossings Pedestrians 0 2.5 Hours 0 Observed

54 40

14 40 33 7

Rd. Rd. St. Augustin St. St. Augustin St. 14 33 Route 300 6 5 3 0 Route 300 2 27 4 0

303 159 107 135

0 0 2 0 2 2 365 62 29 502 104 159 227 414 307 116 578 61 135 311 31 55 189 72 0 0

62 68 307 176

0 193 38 36 Route 300 0 44 3 56 Route 300 267 103

AM 91 267 Summary - AM Peak Hr. PM 288 103 Summary - PM Peak Hr. Peak Hour Peak Hr. 0700-0800 Peak Hour Peak Hr. 1630-1730 Summary 358 Volume 502 Summary 391 Volume 578

% of Total 38.6% % of Total 44.4% St. Augustin St. Rd. St. Augustin St. Rd. PHF 0.97 PHF 0.95 Printed on: 11/29/2017 Prepared by: [email protected] Summary: All Vehicles

APPENDIX C

Relevant Excerpts from Other Transportation Studies

New York Central Park Subdivision Page 5 Blais St./St-Pierre St., Embrun Traffic Impact Study

The subdivision proposes 32 townhouse units and 186 apartment units located along a single roadway connecting to St-Pierre Road to the west and Blais Street to the east. The land is currently zoned R1A-h – Village Residential, but will require a zoning amendment to allow a higher density of residential units.

The surrounding area consists of residential development comprising of single family homes and townhouse units. The New York Central Park Subdivision will be constructed in accordance with market demand, with an expected build-out within 10 years by the year 2028. Figure 3.1 shows a conceptual site plan of the subdivision.

3.1 Trip Generation

The New York Central Park Subdivision will consist of a combination of 32 townhouses and 186 apartments for a total of 218 residential units. The expected trips from the site were determined utilizing the trip generation statistical data published in the Institute of Transportation Engineers (ITE) document, Trip Generation. Both the townhouse and apartment uses utilized the same trip rate documented in the ITE publication as the “Residential Condominium/Townhouse” land use. With the subdivision development consisting of residential homes, the time period which would experience the highest volume of site trips would be the weekday peak AM and PM hours when residents are travelling to and from work. Table 3.1 presents the ITE average trip generation rates for the residential units during the weekday peak AM and PM hours of the adjacent roads. The ITE trip generation rates were used to determine the number of peak AM and PM hour site generated trips for the 218 townhouse and apartment units. Table 3.2 presents the number of peak hour site generated trips at full development of the subdivision.

TABLE 3.1 TRIP GENERATION RATES

TRIP GENERATION RATE LAND USE Peak AM Hr. Peak PM Hr. Residential Condominium/Townhouse (ITE 230) 0.44 T/Unit 0.52 T/Unit

TABLE 3.2 PEAK HOUR SITE TRIPS GENERATED

PEAK AM HR. PEAK PM HR. TRIPS TOTAL ENTER EXIT TOTAL ENTER EXIT

Townhouse & Apartment Use 96 16 (17%) 80 (83%) 113 76 (67%) 37 (33%)

New York Central Park Subdivision Page 8 Blais St./St-Pierre St., Embrun Traffic Impact Study

FIGURE 3.2 WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS

2.0 EXISTING CONDITIONS

The selected time periods for analysis are the weekday AM and PM peak hours. The specific weekday AM and PM peak hours for the study area were identified from the traffic count data collected by Novatech. Eight-hour traffic counts were completed by Novatech at the following intersections:

• Notre Dame Street / St. Pierre Road (8th July, 2014) • County Road 28 / Route 300 (8th July 2014)

Peak hour summary sheet for the traffic counts is included in this report as Appendix A. Existing peak hour traffic volumes are shown in Figure 1.

3.0 TRIP GENERATION UPDATE

Since the previous study there have been changes in the subdivision plan. The new subdivision plan has an extra 18 dwelling units. The trip generation was performed using the rates as documented in the original study by Genivar. These rates are based on a study of a similar existing rural residential subdivision located in a rural community in the Ottawa area. Table 1 below shows a comparison of the original and revised trip generation.

Table 1: ITE Trip Generation Update and Comparison

Inbound Outbound Total Units Trip Total Trip Total Trip Total Rate Trips Rate Trips Rate Trips Original Trip Generation AM Peak Hour 0.11 16 0.80 117 0.91 133 146 PM Peak Hour 0.52 76 0.35 51 0.87 127 Revised Trip Generation AM Peak Hour 0.11 18 0.80 132 0.91 150 164 PM Peak Hour 0.52 86 0.35 58 0.87 144

As shown in Table 1 above, the additional 18 units are projected to generate a total of 17 additional trips for each of the AM and PM peak hours of the day as compared with the original trip generation analysis.

M:\2013\113204\DATA\REPORTS\TRAFFIC\113204_MENARD WEST_ TIS UPDATE.DOC

Suite 200, 240 Michael Cowpland Drive, Ottawa ON K2M 1P6 Tel: 613.254.9643 Fax: 613.254.5867 www.novatech-eng.com

CR 28 ST. GUILLAUME / 3 (58) 84 (9) ROUTE 300 ROAD ST. PIERRE 22 (24) 21 (24) 8 (15) NOTRE DAME STREET ROAD ST. MARIE

MENARD WEST LEGEND

Unsignalized Intersection DEVELOPMENT Signalized Intersection Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario, Canada K2M 1P6 SITE-GENERATED xx VPH AM Peak Hour TRAFFIC VOLUMES Telephone (613) 254-9643 (xx) VPH PM Peak Hour Facsimile (613) 254-5867 Website www.novatech-eng.com JULY 2014 113204 FIGURE #2 M:\2013\113204\CAD\Design\Figures\Traffic\113204-TrafficFig1-3.dwg, FIG-2, Jul 10, 2014 - 1:53pm, wsloss

APPENDIX D

Left Turn Lane and Signal Warrants

TAC Geometric Design Guide for Canadian Roads, June 2017 MTO Design Supplement

Exhibit 9A-6

Chapter 9 – Intersections Page 10 of 36 TAC Geometric Design Guide for Canadian Roads, June 2017 MTO Design Supplement

Exhibit 9A-7

Chapter 9 – Intersections Page 11 of 36 TAC Geometric Design Guide for Canadian Roads, June 2017 MTO Design Supplement

Exhibit 9A-8

Chapter 9 – Intersections Page 12 of 36 TAC Geometric Design Guide for Canadian Roads, June 2017 MTO Design Supplement

Exhibit 9A-8

Chapter 9 – Intersections Page 12 of 36 TAC Geometric Design Guide for Canadian Roads, June 2017 MTO Design Supplement

Exhibit 9A-9

Chapter 9 – Intersections Page 13 of 36 TRAFFIC SIGNAL JUSTIFICATION USING PROJECTED VOLUMES

LOCATION: ______at ______

YEAR: ______

MINIMUM REQUIREMENT COMPLIANCE

FREE RESTRICTED SECTIONAL JUSTIFICATION DESCRIPTION FLOW FLOW ENTIRE OPERATING OPERATING % (2) SPEED SPEED NUMERICAL PERCENT > 70KM/H < 70 KM/H

480 720 A. Vehicle volume, all approaches 600 (2 or more 900 (2 or more (average hour) 1. MINIMUM lane approach lane approach VEHICULAR

WARRANT 120 170 B. Vehicle volume along minor street 180 (tee 255 (tee (average hour) intersection) intersection)

480 720 A. Vehicle volume along major street 600 (2 or more 900 (2 or more (average hour) lane approach) lane approach 2. DELAY TO CROSS TRAFFIC B (1). Combined vehicle and pedestrian volume crossing the major street 50 75 (average hour)

NOTES 1) For definition of crossing volume refer to the Ontario Traffic Manual Book 12, Section 4.5 (Nov. 2007). 2) The lowest sectional percentage governs the entire Justification. 3) Average hourly volumes estimated from peak hour volumes, AHV = PM / 2 or AHV = (AM + PM) / 4.

TRAFFIC SIGNAL JUSTIFICATION USING PROJECTED VOLUMES

LOCATION: ______at ______

YEAR: ______

MINIMUM REQUIREMENT COMPLIANCE

FREE RESTRICTED SECTIONAL JUSTIFICATION DESCRIPTION FLOW FLOW ENTIRE OPERATING OPERATING % (2) SPEED SPEED NUMERICAL PERCENT > 70KM/H < 70 KM/H

480 720 A. Vehicle volume, all approaches 600 (2 or more 900 (2 or more (average hour) 1. MINIMUM lane approach lane approach VEHICULAR

WARRANT 120 170 B. Vehicle volume along minor street 180 (tee 255 (tee (average hour) intersection) intersection)

APPENDIX E

Notre Dame Street/Blais Street – Alternate Configurations

4.0 STREETSCAPE CORRIDORS URBAN DESIGN GUIDELINES 4.0 STREETSCAPE CORRIDORS

4.4.7 INTERSECTIONS: NOTRE DAME STREET AND BLAIS STREET Historically, there have been safety concerns at the intersection of Notre-Dame Street and Blais Street. The intersection is skewed and is on a curve, there is limited visibility, and there are multiple entrances in close proximity to the intersection. This concept will need CONCEPTUAL PLAN to be validated by a future traffic impact study to verify the impact on surrounding roads as well as incorporating any other potential improvements. See preferred conceptual option below. ADVANTAGES • Elimination of connection to Blais Street will reduce the frequency of collisions involving left-turning vehicles colliding with opposing through-traffic. • Improved safety based on the removal of the potential left turn; • Improved pedestrian and cycling interaction; and • Improved links to cycling network. All line painting to be confirmed at detailed design phase.

For order of magnitude costing, refer to Section 9.0.

57 TOWNSHIP OF RUSSELL | DOWNTOWN STREETSCAPE MASTERPLAN AND URBAN DESIGN GUIDELINES 4.0 STREETSCAPE CORRIDORS

OPTION 2: ROUNDABOUT

58 All line painting to be confirmed at detail design phase.

APPENDIX F

Synchro Reports

11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais open) Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 179 305 7 3 12 Future Volume (Veh/h) 2 179 305 7 3 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 195 332 8 3 13 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 340 535 336 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 340 535 336 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 98 cM capacity (veh/h) 1219 505 706 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 197 340 16 Volume Left 2 0 3 Volume Right 0 8 13 cSH 1219 1700 657 Volume to Capacity 0.00 0.20 0.02 Queue Length 95th (m) 0.0 0.0 0.6 Control Delay (s) 0.1 0.0 10.6 Lane LOS A B Approach Delay (s) 0.1 0.0 10.6 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 60 185 314 4 3 162 Future Volume (Veh/h) 60 185 314 4 3 162 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 65 201 341 4 3 176 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 345 674 343 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 345 674 343 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 99 75 cM capacity (veh/h) 1214 397 700 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 65 201 345 179 Volume Left 65 0 0 3 Volume Right 0 0 4 176 cSH 1214 1700 1700 691 Volume to Capacity 0.05 0.12 0.20 0.26 Queue Length 95th (m) 1.3 0.0 0.0 7.8 Control Delay (s) 8.1 0.0 0.0 12.0 Lane LOS A B Approach Delay (s) 2.0 0.0 12.0 Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 33 8 6 239 83 3 Future Volume (vph) 33 8 6 239 83 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 36 9 7 260 90 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 45 267 93 Volume Left (vph) 36 7 0 Volume Right (vph) 9 0 3 Hadj (s) 0.07 0.04 0.01 Departure Headway (s) 4.8 4.1 4.3 Degree Utilization, x 0.06 0.31 0.11 Capacity (veh/h) 695 850 819 Control Delay (s) 8.1 9.0 7.8 Approach Delay (s) 8.1 9.0 7.8 Approach LOS A A A Intersection Summary Delay 8.6 Level of Service A Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 20: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais closed) Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 62 176 301 11 6 174 Future Volume (Veh/h) 62 176 301 11 6 174 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 67 191 327 12 7 189 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 339 658 333 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 339 658 333 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 98 73 cM capacity (veh/h) 1220 406 709 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 258 339 196 Volume Left 67 0 7 Volume Right 0 12 189 cSH 1220 1700 690 Volume to Capacity 0.05 0.20 0.28 Queue Length 95th (m) 1.3 0.0 8.9 Control Delay (s) 2.5 0.0 12.3 Lane LOS A B Approach Delay (s) 2.5 0.0 12.3 Approach LOS B Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 187 37 25 400 40 114 48 33 40 12 35 Future Volume (vph) 12 187 37 25 400 40 114 48 33 40 12 35 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.986 0.938 0.887 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1759 0 1695 1674 0 1695 1583 0 Flt Permitted 0.369 0.628 0.723 0.699 Satd. Flow (perm) 658 1784 1517 1121 1759 0 1290 1674 0 1247 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 7 37 39 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 13 208 41 28 444 44 127 53 37 44 13 39 Shared Lane Traffic (%) Lane Group Flow (vph) 13 208 41 28 488 0 127 90 0 44 52 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 45.2 45.2 28.9 28.9 29.8 29.8 29.8 29.8 Total Split (%) 21.7% 60.3% 60.3% 38.5% 38.5% 39.7% 39.7% 39.7% 39.7% Maximum Green (s) 10.0 38.9 38.9 22.6 22.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 42.1 43.5 43.5 41.1 41.1 12.3 12.3 12.3 12.3 Actuated g/C Ratio 0.67 0.69 0.69 0.65 0.65 0.19 0.19 0.19 0.19 v/c Ratio 0.02 0.17 0.04 0.04 0.43 0.51 0.25 0.18 0.15 Control Delay 5.8 6.0 2.4 9.2 10.9 30.3 15.9 22.9 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 6.0 2.4 9.2 10.9 30.3 15.9 22.9 10.9 LOS A A A A B C B C B Approach Delay 5.4 10.8 24.4 16.4 Approach LOS A B C B 90th %ile Green (s) 6.2 38.9 38.9 26.4 26.4 16.9 16.9 16.9 16.9 90th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 70th %ile Green (s) 0.0 38.9 38.9 38.9 38.9 13.5 13.5 13.5 13.5 70th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 50th %ile Green (s) 0.0 38.9 38.9 38.9 38.9 11.3 11.3 11.3 11.3 50th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 30th %ile Green (s) 0.0 38.9 38.9 38.9 38.9 10.0 10.0 10.0 10.0 30th %ile Term Code Skip MaxR MaxR Hold Hold Min Min Hold Hold 10th %ile Green (s) 0.0 53.9 53.9 53.9 53.9 0.0 0.0 0.0 0.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Skip Skip Skip Skip Stops (vph) 6 72 6 13 236 97 41 34 18 Fuel Used(l) 1 8 1 1 26 7 4 3 2 CO Emissions (g/hr) 10 146 24 27 484 135 68 48 39 NOx Emissions (g/hr) 2 28 5 5 93 26 13 9 8 VOC Emissions (g/hr) 2 34 5 6 112 31 16 11 9 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 0.5 8.6 0.0 1.1 24.3 13.4 5.2 4.3 1.3 Queue Length 95th (m) 2.5 20.7 3.3 6.6 81.8 27.5 15.3 11.6 8.5 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 603 1226 1056 729 1147 490 660 474 626 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.17 0.04 0.04 0.43 0.26 0.14 0.09 0.08 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 63.2 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 12.7 Intersection LOS: B Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 90th %ile Actuated Cycle: 67.9 70th %ile Actuated Cycle: 64.5 50th %ile Actuated Cycle: 62.3 30th %ile Actuated Cycle: 61 10th %ile Actuated Cycle: 60.2

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 500 140 25 358 24 58 16 43 84 37 66 Future Volume (vph) 40 500 140 25 358 24 58 16 43 84 37 66 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.990 0.891 0.904 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1766 0 1695 1590 0 1695 1613 0 Flt Permitted 0.404 0.456 0.684 0.714 Satd. Flow (perm) 721 1784 1517 814 1766 0 1220 1590 0 1274 1613 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 83 5 48 73 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 44 556 156 28 398 27 64 18 48 93 41 73 Shared Lane Traffic (%) Lane Group Flow (vph) 44 556 156 28 425 0 64 66 0 93 114 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 45.2 45.2 28.9 28.9 29.8 29.8 29.8 29.8 Total Split (%) 21.7% 60.3% 60.3% 38.5% 38.5% 39.7% 39.7% 39.7% 39.7% Maximum Green (s) 10.0 38.9 38.9 22.6 22.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 42.0 43.3 43.3 38.3 38.3 11.1 11.1 11.1 11.1 Actuated g/C Ratio 0.68 0.70 0.70 0.62 0.62 0.18 0.18 0.18 0.18 v/c Ratio 0.08 0.45 0.14 0.06 0.39 0.29 0.20 0.41 0.33 Control Delay 5.2 7.5 3.1 11.0 11.8 25.9 11.7 28.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.2 7.5 3.1 11.0 11.8 25.9 11.7 28.5 12.9 LOS A A A B B C B C B Approach Delay 6.5 11.7 18.7 19.9 Approach LOS A B B B 90th %ile Green (s) 7.2 38.9 38.9 25.4 25.4 14.2 14.2 14.2 14.2 90th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 70th %ile Green (s) 6.4 38.9 38.9 26.2 26.2 11.4 11.4 11.4 11.4 70th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 50th %ile Green (s) 0.0 38.9 38.9 38.9 38.9 10.0 10.0 10.0 10.0 50th %ile Term Code Skip MaxR MaxR Hold Hold Min Min Min Min 30th %ile Green (s) 0.0 38.9 38.9 38.9 38.9 10.0 10.0 10.0 10.0 30th %ile Term Code Skip MaxR MaxR Hold Hold Min Min Min Min 10th %ile Green (s) 0.0 53.9 53.9 53.9 53.9 0.0 0.0 0.0 0.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Skip Skip Skip Skip Stops (vph) 15 231 28 16 218 50 23 71 41 Fuel Used(l) 2 22 5 2 23 4 2 6 5 CO Emissions (g/hr) 31 417 93 29 432 65 43 107 89 NOx Emissions (g/hr) 6 81 18 6 83 13 8 21 17 VOC Emissions (g/hr) 7 96 21 7 100 15 10 25 21 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 1.5 27.5 2.6 1.0 18.8 6.4 1.7 9.6 4.0 Queue Length 95th (m) 5.2 56.9 9.6 6.7 65.7 15.8 10.3 21.2 15.5 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 646 1247 1085 502 1091 473 645 493 669 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.45 0.14 0.06 0.39 0.14 0.10 0.19 0.17 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 62 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 10.8 Intersection LOS: B Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 65.2 70th %ile Actuated Cycle: 62.4 50th %ile Actuated Cycle: 61 30th %ile Actuated Cycle: 61 10th %ile Actuated Cycle: 60.2

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 2 116 189 72 61 2 44 3 56 4 27 2 Future Volume (vph) 2 116 189 72 61 2 44 3 56 4 27 2 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) 2 129 210 80 68 2 49 3 62 4 30 2 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 341 150 114 36 Volume Left (vph) 2 80 49 4 Volume Right (vph) 210 2 62 2 Hadj (s) -0.33 0.13 -0.21 0.02 Departure Headway (s) 4.1 4.8 4.8 5.2 Degree Utilization, x 0.39 0.20 0.15 0.05 Capacity (veh/h) 842 712 675 616 Control Delay (s) 9.8 9.0 8.7 8.5 Approach Delay (s) 9.8 9.0 8.7 8.5 Approach LOS A A A A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Open) Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 10 500 277 5 10 17 Future Volume (Veh/h) 10 500 277 5 10 17 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 543 301 5 11 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 306 868 304 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 306 868 304 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 97 98 cM capacity (veh/h) 1255 320 736 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 554 306 29 Volume Left 11 0 11 Volume Right 0 5 18 cSH 1255 1700 493 Volume to Capacity 0.01 0.18 0.06 Queue Length 95th (m) 0.2 0.0 1.4 Control Delay (s) 0.3 0.0 12.8 Lane LOS A B Approach Delay (s) 0.3 0.0 12.8 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 231 570 361 9 3 174 Future Volume (Veh/h) 231 570 361 9 3 174 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 251 620 392 10 3 189 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 402 1519 397 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 402 1519 397 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 78 97 71 cM capacity (veh/h) 1157 102 652 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 251 620 402 192 Volume Left 251 0 0 3 Volume Right 0 0 10 189 cSH 1157 1700 1700 602 Volume to Capacity 0.22 0.36 0.24 0.32 Queue Length 95th (m) 6.3 0.0 0.0 10.4 Control Delay (s) 9.0 0.0 0.0 13.8 Lane LOS A B Approach Delay (s) 2.6 0.0 13.8 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 9 7 9 103 205 43 Future Volume (vph) 9 7 9 103 205 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 8 10 112 223 47 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 18 122 270 Volume Left (vph) 10 10 0 Volume Right (vph) 8 0 47 Hadj (s) -0.12 0.05 -0.07 Departure Headway (s) 4.6 4.2 4.0 Degree Utilization, x 0.02 0.14 0.30 Capacity (veh/h) 712 827 891 Control Delay (s) 7.7 8.0 8.7 Approach Delay (s) 7.7 8.0 8.7 Approach LOS A A A Intersection Summary Delay 8.4 Level of Service A Intersection Capacity Utilization 24.1% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 19: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Closed) Menard East Subdivision, Embrun PM Peak Existing Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 241 497 268 14 13 191 Future Volume (Veh/h) 241 497 268 14 13 191 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 262 540 291 15 14 208 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 306 1362 298 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 306 1362 298 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 79 89 72 cM capacity (veh/h) 1255 129 741 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 802 306 222 Volume Left 262 0 14 Volume Right 0 15 208 cSH 1255 1700 570 Volume to Capacity 0.21 0.18 0.39 Queue Length 95th (m) 6.0 0.0 13.9 Control Delay (s) 4.6 0.0 15.3 Lane LOS A C Approach Delay (s) 4.6 0.0 15.3 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 208 41 36 453 52 124 52 38 65 13 68 Future Volume (vph) 23 208 41 36 453 52 124 52 38 65 13 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.984 0.937 0.873 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1756 0 1695 1672 0 1695 1558 0 Flt Permitted 0.306 0.615 0.699 0.692 Satd. Flow (perm) 546 1784 1517 1097 1756 0 1247 1672 0 1235 1558 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 46 8 42 76 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 26 231 46 40 503 58 138 58 42 72 14 76 Shared Lane Traffic (%) Lane Group Flow (vph) 26 231 46 40 561 0 138 100 0 72 90 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.4 50.2 50.2 33.8 33.8 29.8 29.8 29.8 29.8 Total Split (%) 20.5% 62.8% 62.8% 42.3% 42.3% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.1 43.9 43.9 27.5 27.5 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 46.8 46.8 46.8 41.7 41.7 13.6 13.6 13.6 13.6 Actuated g/C Ratio 0.65 0.65 0.65 0.58 0.58 0.19 0.19 0.19 0.19 v/c Ratio 0.06 0.20 0.05 0.06 0.55 0.59 0.29 0.31 0.25 Control Delay 6.1 6.5 2.3 11.2 15.5 36.7 16.8 27.4 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 6.5 2.3 11.2 15.5 36.7 16.8 27.4 9.8 LOS A A A B B D B C A Approach Delay 5.8 15.2 28.3 17.6 Approach LOS A B C B 90th %ile Green (s) 6.8 43.9 43.9 30.8 30.8 19.3 19.3 19.3 19.3 90th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 70th %ile Green (s) 6.2 43.9 43.9 31.4 31.4 15.3 15.3 15.3 15.3 70th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 50th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 12.7 12.7 12.7 12.7 50th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 30th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 10.4 10.4 10.4 10.4 30th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 10th %ile Green (s) 0.0 58.9 58.9 58.9 58.9 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Min Min Hold Hold Stops (vph) 10 83 6 21 315 110 45 53 23 Fuel Used(l) 1 9 1 2 33 9 4 4 3 CO Emissions (g/hr) 18 165 26 41 609 160 76 81 63 NOx Emissions (g/hr) 4 32 5 8 117 31 15 16 12 VOC Emissions (g/hr) 4 38 6 9 140 37 18 19 14 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 1.1 10.5 0.0 1.7 32.1 16.4 6.4 8.1 1.5 Queue Length 95th (m) 4.3 24.6 3.6 9.1 #115.6 32.2 17.6 18.3 11.5 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 512 1151 994 631 1013 414 583 410 568 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.20 0.05 0.06 0.55 0.33 0.17 0.18 0.16 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 72.5 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 75.3 70th %ile Actuated Cycle: 71.3 50th %ile Actuated Cycle: 68.7 30th %ile Actuated Cycle: 66.4 10th %ile Actuated Cycle: 81 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 2 46 36 64 123 0 224 44 42 3 6 7 Future Volume (vph) 2 46 36 64 123 0 224 44 42 3 6 7 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) 2 51 40 71 137 0 249 49 47 3 7 8 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 93 208 345 18 Volume Left (vph) 2 71 249 3 Volume Right (vph) 40 0 47 8 Hadj (s) -0.22 0.10 0.10 -0.20 Departure Headway (s) 4.9 5.1 4.8 5.0 Degree Utilization, x 0.13 0.29 0.46 0.02 Capacity (veh/h) 665 665 720 651 Control Delay (s) 8.6 10.1 11.8 8.1 Approach Delay (s) 8.6 10.1 11.8 8.1 Approach LOS A B B A Intersection Summary Delay 10.7 Level of Service B Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais open) Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 241 364 7 3 12 Future Volume (Veh/h) 2 241 364 7 3 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 262 396 8 3 13 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 404 666 400 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 404 666 400 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 98 cM capacity (veh/h) 1155 424 650 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 264 404 16 Volume Left 2 0 3 Volume Right 0 8 13 cSH 1155 1700 591 Volume to Capacity 0.00 0.24 0.03 Queue Length 95th (m) 0.0 0.0 0.6 Control Delay (s) 0.1 0.0 11.3 Lane LOS A B Approach Delay (s) 0.1 0.0 11.3 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 76 236 372 7 15 212 Future Volume (Veh/h) 76 236 372 7 15 212 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 83 257 404 8 16 230 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 412 831 408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 412 831 408 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 93 95 64 cM capacity (veh/h) 1147 315 643 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 83 257 412 246 Volume Left 83 0 0 16 Volume Right 0 0 8 230 cSH 1147 1700 1700 602 Volume to Capacity 0.07 0.15 0.24 0.41 Queue Length 95th (m) 1.8 0.0 0.0 15.1 Control Delay (s) 8.4 0.0 0.0 15.0 Lane LOS A C Approach Delay (s) 2.0 0.0 15.0 Approach LOS C Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 33 8 6 277 96 3 Future Volume (vph) 33 8 6 277 96 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 36 9 7 301 104 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 45 308 107 Volume Left (vph) 36 7 0 Volume Right (vph) 9 0 3 Hadj (s) 0.07 0.04 0.02 Departure Headway (s) 4.9 4.2 4.3 Degree Utilization, x 0.06 0.36 0.13 Capacity (veh/h) 673 848 799 Control Delay (s) 8.2 9.5 8.0 Approach Delay (s) 8.2 9.5 8.0 Approach LOS A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 20: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais closed) Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 78 225 357 14 18 224 Future Volume (Veh/h) 78 225 357 14 18 224 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 85 245 388 15 20 243 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 403 810 396 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 403 810 396 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 93 94 63 cM capacity (veh/h) 1156 323 654 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 330 403 263 Volume Left 85 0 20 Volume Right 0 15 243 cSH 1156 1700 607 Volume to Capacity 0.07 0.24 0.43 Queue Length 95th (m) 1.8 0.0 16.6 Control Delay (s) 2.7 0.0 15.4 Lane LOS A C Approach Delay (s) 2.7 0.0 15.4 Approach LOS C Intersection Summary Average Delay 5.0 Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 596 162 33 422 43 67 19 58 121 43 104 Future Volume (vph) 68 596 162 33 422 43 67 19 58 121 43 104 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.986 0.887 0.894 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1759 0 1695 1583 0 1695 1595 0 Flt Permitted 0.300 0.413 0.645 0.702 Satd. Flow (perm) 535 1784 1517 737 1759 0 1151 1583 0 1253 1595 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 81 7 64 116 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 76 662 180 37 469 48 74 21 64 134 48 116 Shared Lane Traffic (%) Lane Group Flow (vph) 76 662 180 37 517 0 74 85 0 134 164 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 46.2 46.2 46.2 35.2 35.2 13.4 13.4 13.4 13.4 Actuated g/C Ratio 0.64 0.64 0.64 0.49 0.49 0.19 0.19 0.19 0.19 v/c Ratio 0.17 0.58 0.18 0.10 0.60 0.34 0.24 0.57 0.42 Control Delay 6.7 10.6 4.0 14.4 19.4 28.5 11.1 35.6 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 10.6 4.0 14.4 19.4 28.5 11.1 35.6 12.0 LOS A B A B B C B D B Approach Delay 9.0 19.0 19.2 22.6 Approach LOS A B B C 90th %ile Green (s) 8.6 43.9 43.9 29.0 29.0 19.9 19.9 19.9 19.9 90th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 70th %ile Green (s) 7.3 43.9 43.9 30.3 30.3 14.9 14.9 14.9 14.9 70th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 50th %ile Green (s) 6.6 43.9 43.9 31.0 31.0 12.5 12.5 12.5 12.5 50th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 30th %ile Green (s) 6.1 43.9 43.9 31.5 31.5 10.1 10.1 10.1 10.1 30th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 10th %ile Green (s) 0.0 55.7 55.7 55.7 55.7 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Hold Hold Min Min Stops (vph) 26 334 37 21 331 54 25 106 45 Fuel Used(l) 3 29 6 2 32 4 3 9 6 CO Emissions (g/hr) 54 549 111 39 603 76 52 168 121 NOx Emissions (g/hr) 10 106 21 8 116 15 10 33 23 VOC Emissions (g/hr) 12 127 26 9 139 18 12 39 28 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 3.1 41.4 4.2 2.6 47.9 8.4 2.2 15.9 5.2 Queue Length 95th (m) 9.6 90.8 14.0 9.4 #108.8 18.8 12.0 31.2 19.0 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 506 1148 1005 361 866 385 573 420 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.58 0.18 0.10 0.60 0.19 0.15 0.32 0.27 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 71.8 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 75.9 70th %ile Actuated Cycle: 70.9 50th %ile Actuated Cycle: 68.5 30th %ile Actuated Cycle: 66.1 10th %ile Actuated Cycle: 77.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 2 141 219 84 82 2 51 3 65 5 31 2 Future Volume (vph) 2 141 219 84 82 2 51 3 65 5 31 2 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) 2 157 243 93 91 2 57 3 72 6 34 2 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 402 186 132 42 Volume Left (vph) 2 93 57 6 Volume Right (vph) 243 2 72 2 Hadj (s) -0.33 0.13 -0.21 0.03 Departure Headway (s) 4.3 4.9 5.1 5.5 Degree Utilization, x 0.48 0.26 0.19 0.06 Capacity (veh/h) 812 687 625 568 Control Delay (s) 11.1 9.6 9.3 8.9 Approach Delay (s) 11.1 9.6 9.3 8.9 Approach LOS B A A A Intersection Summary Delay 10.3 Level of Service B Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Open) Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 10 610 347 5 10 17 Future Volume (Veh/h) 10 610 347 5 10 17 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 663 377 5 11 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 382 1064 380 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 382 1064 380 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 95 97 cM capacity (veh/h) 1176 244 667 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 674 382 29 Volume Left 11 0 11 Volume Right 0 5 18 cSH 1176 1700 403 Volume to Capacity 0.01 0.22 0.07 Queue Length 95th (m) 0.2 0.0 1.8 Control Delay (s) 0.3 0.0 14.6 Lane LOS A B Approach Delay (s) 0.3 0.0 14.6 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 292 685 434 21 9 213 Future Volume (Veh/h) 292 685 434 21 9 213 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 317 745 472 23 10 232 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 495 1862 484 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 495 1862 484 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 70 82 60 cM capacity (veh/h) 1069 56 583 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 317 745 495 242 Volume Left 317 0 0 10 Volume Right 0 0 23 232 cSH 1069 1700 1700 421 Volume to Capacity 0.30 0.44 0.29 0.58 Queue Length 95th (m) 9.5 0.0 0.0 26.7 Control Delay (s) 9.8 0.0 0.0 24.5 Lane LOS A C Approach Delay (s) 2.9 0.0 24.5 Approach LOS C Intersection Summary Average Delay 5.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 9 7 9 119 238 43 Future Volume (vph) 9 7 9 119 238 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 8 10 129 259 47 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 18 139 306 Volume Left (vph) 10 10 0 Volume Right (vph) 8 0 47 Hadj (s) -0.12 0.05 -0.06 Departure Headway (s) 4.7 4.3 4.0 Degree Utilization, x 0.02 0.17 0.34 Capacity (veh/h) 690 820 884 Control Delay (s) 7.8 8.1 9.1 Approach Delay (s) 7.8 8.1 9.1 Approach LOS A A A Intersection Summary Delay 8.8 Level of Service A Intersection Capacity Utilization 26.0% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 19: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Closed) Menard East Subdivision, Embrun PM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 302 601 326 26 19 230 Future Volume (Veh/h) 302 601 326 26 19 230 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 328 653 354 28 21 250 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 382 1677 368 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 382 1677 368 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 72 72 63 cM capacity (veh/h) 1176 75 677 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 981 382 271 Volume Left 328 0 21 Volume Right 0 28 250 cSH 1176 1700 419 Volume to Capacity 0.28 0.22 0.65 Queue Length 95th (m) 8.7 0.0 33.7 Control Delay (s) 5.9 0.0 28.1 Lane LOS A D Approach Delay (s) 5.9 0.0 28.1 Approach LOS D Intersection Summary Average Delay 8.2 Intersection Capacity Utilization 96.9% ICU Level of Service F Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 226 44 38 491 56 135 57 41 69 14 72 Future Volume (vph) 24 226 44 38 491 56 135 57 41 69 14 72 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.985 0.937 0.875 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1758 0 1695 1672 0 1695 1561 0 Flt Permitted 0.272 0.603 0.695 0.687 Satd. Flow (perm) 485 1784 1517 1076 1758 0 1240 1672 0 1226 1561 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 8 46 80 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 27 251 49 42 546 62 150 63 46 77 16 80 Shared Lane Traffic (%) Lane Group Flow (vph) 27 251 49 42 608 0 150 109 0 77 96 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 46.8 46.8 46.8 41.8 41.8 14.3 14.3 14.3 14.3 Actuated g/C Ratio 0.64 0.64 0.64 0.57 0.57 0.20 0.20 0.20 0.20 v/c Ratio 0.07 0.22 0.05 0.07 0.60 0.62 0.30 0.32 0.26 Control Delay 6.5 6.9 2.4 11.7 17.4 37.6 16.6 27.3 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 6.9 2.4 11.7 17.4 37.6 16.6 27.3 9.6 LOS A A A B B D B C A Approach Delay 6.2 17.1 28.7 17.5 Approach LOS A B C B 90th %ile Green (s) 6.9 43.9 43.9 30.7 30.7 20.6 20.6 20.6 20.6 90th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 70th %ile Green (s) 6.2 43.9 43.9 31.4 31.4 16.2 16.2 16.2 16.2 70th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 50th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 13.5 13.5 13.5 13.5 50th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 30th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 11.0 11.0 11.0 11.0 30th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 10th %ile Green (s) 0.0 58.9 58.9 58.9 58.9 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Min Min Hold Hold Stops (vph) 10 93 6 21 342 119 49 56 22 Fuel Used(l) 1 10 1 2 36 9 4 5 4 CO Emissions (g/hr) 19 182 28 43 675 175 82 86 65 NOx Emissions (g/hr) 4 35 5 8 130 34 16 17 13 VOC Emissions (g/hr) 4 42 6 10 156 40 19 20 15 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 1.1 12.1 0.0 1.8 37.9 18.0 6.9 8.7 1.7 Queue Length 95th (m) 4.5 27.9 3.9 9.7 #135.6 34.5 18.4 19.1 11.9 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 475 1139 987 613 1005 408 581 403 567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.22 0.05 0.07 0.60 0.37 0.19 0.19 0.17 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 73.3 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 16.7 Intersection LOS: B Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 76.6 70th %ile Actuated Cycle: 72.2 50th %ile Actuated Cycle: 69.5 30th %ile Actuated Cycle: 67 10th %ile Actuated Cycle: 81 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 3 49 39 69 133 0 243 48 45 4 6 8 Future Volume (vph) 3 49 39 69 133 0 243 48 45 4 6 8 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) 3 54 43 77 148 0 270 53 50 4 7 9 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 100 225 373 20 Volume Left (vph) 3 77 270 4 Volume Right (vph) 43 0 50 9 Hadj (s) -0.22 0.10 0.10 -0.20 Departure Headway (s) 5.0 5.2 4.9 5.1 Degree Utilization, x 0.14 0.32 0.51 0.03 Capacity (veh/h) 645 649 708 628 Control Delay (s) 8.9 10.6 12.8 8.2 Approach Delay (s) 8.9 10.6 12.8 8.2 Approach LOS A B B A Intersection Summary Delay 11.4 Level of Service B Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais open) Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 249 394 7 3 12 Future Volume (Veh/h) 2 249 394 7 3 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 271 428 8 3 13 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 436 707 432 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 436 707 432 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 98 cM capacity (veh/h) 1124 401 624 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 273 436 16 Volume Left 2 0 3 Volume Right 0 8 13 cSH 1124 1700 565 Volume to Capacity 0.00 0.26 0.03 Queue Length 95th (m) 0.0 0.0 0.7 Control Delay (s) 0.1 0.0 11.6 Lane LOS A B Approach Delay (s) 0.1 0.0 11.6 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 82 254 404 7 16 228 Future Volume (Veh/h) 82 254 404 7 16 228 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 89 276 439 8 17 248 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 447 897 443 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 447 897 443 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 92 94 60 cM capacity (veh/h) 1113 286 615 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 89 276 447 265 Volume Left 89 0 0 17 Volume Right 0 0 8 248 cSH 1113 1700 1700 572 Volume to Capacity 0.08 0.16 0.26 0.46 Queue Length 95th (m) 2.0 0.0 0.0 18.5 Control Delay (s) 8.5 0.0 0.0 16.6 Lane LOS A C Approach Delay (s) 2.1 0.0 16.6 Approach LOS C Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 33 8 6 301 105 3 Future Volume (vph) 33 8 6 301 105 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 36 9 7 327 114 3 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 45 334 117 Volume Left (vph) 36 7 0 Volume Right (vph) 9 0 3 Hadj (s) 0.07 0.04 0.02 Departure Headway (s) 5.0 4.2 4.4 Degree Utilization, x 0.06 0.39 0.14 Capacity (veh/h) 660 846 794 Control Delay (s) 8.3 9.8 8.1 Approach Delay (s) 8.3 9.8 8.1 Approach LOS A A A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 31.8% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 20: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais closed) Menard East Subdivision, Embrun AM Peak 2027 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 84 243 387 14 19 240 Future Volume (Veh/h) 84 243 387 14 19 240 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 91 264 421 15 21 261 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 436 874 428 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 436 874 428 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 92 93 58 cM capacity (veh/h) 1124 294 626 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 355 436 282 Volume Left 91 0 21 Volume Right 0 15 261 cSH 1124 1700 578 Volume to Capacity 0.08 0.26 0.49 Queue Length 95th (m) 2.0 0.0 20.3 Control Delay (s) 2.8 0.0 17.0 Lane LOS A C Approach Delay (s) 2.8 0.0 17.0 Approach LOS C Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 72 646 176 36 458 45 73 20 62 130 47 110 Future Volume (vph) 72 646 176 36 458 45 73 20 62 130 47 110 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.987 0.886 0.895 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1761 0 1695 1581 0 1695 1597 0 Flt Permitted 0.263 0.392 0.625 0.698 Satd. Flow (perm) 469 1784 1517 699 1761 0 1115 1581 0 1245 1597 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 81 7 69 122 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 80 718 196 40 509 50 81 22 69 144 52 122 Shared Lane Traffic (%) Lane Group Flow (vph) 80 718 196 40 559 0 81 91 0 144 174 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 45.4 45.4 45.4 34.5 34.5 14.0 14.0 14.0 14.0 Actuated g/C Ratio 0.63 0.63 0.63 0.48 0.48 0.20 0.20 0.20 0.20 v/c Ratio 0.19 0.63 0.20 0.12 0.66 0.37 0.25 0.59 0.42 Control Delay 7.2 12.2 4.4 15.1 21.8 29.0 10.8 35.9 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.2 12.2 4.4 15.1 21.8 29.0 10.8 35.9 11.8 LOS A B A B C C B D B Approach Delay 10.3 21.3 19.3 22.7 Approach LOS B C B C 90th %ile Green (s) 8.8 43.9 43.9 28.8 28.8 20.9 20.9 20.9 20.9 90th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 70th %ile Green (s) 7.4 43.9 43.9 30.2 30.2 15.7 15.7 15.7 15.7 70th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 50th %ile Green (s) 6.7 43.9 43.9 30.9 30.9 13.1 13.1 13.1 13.1 50th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 30th %ile Green (s) 6.1 43.9 43.9 31.5 31.5 10.7 10.7 10.7 10.7 30th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 10th %ile Green (s) 0.0 50.8 50.8 50.8 50.8 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Hold Hold Min Min Stops (vph) 27 390 43 24 360 59 25 113 46 Fuel Used(l) 3 33 7 2 36 4 3 10 7 CO Emissions (g/hr) 57 621 123 44 671 84 55 181 127 NOx Emissions (g/hr) 11 120 24 8 129 16 11 35 25 VOC Emissions (g/hr) 13 143 28 10 155 19 13 42 29 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 3.4 48.7 5.0 2.9 55.0 9.2 2.4 17.2 5.7 Queue Length 95th (m) 10.3 107.9 16.1 10.4 #126.6 20.3 12.4 33.2 19.8 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 469 1132 992 337 853 375 578 418 618 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.63 0.20 0.12 0.66 0.22 0.16 0.34 0.28 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 71.5 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 76.9 70th %ile Actuated Cycle: 71.7 50th %ile Actuated Cycle: 69.1 30th %ile Actuated Cycle: 66.7 10th %ile Actuated Cycle: 72.9 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road & Rte 300 Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 3 152 238 91 88 3 55 4 71 5 34 3 Future Volume (vph) 3 152 238 91 88 3 55 4 71 5 34 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 Hourly flow rate (vph) 3 169 264 101 98 3 61 4 79 6 38 3 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 436 202 144 47 Volume Left (vph) 3 101 61 6 Volume Right (vph) 264 3 79 3 Hadj (s) -0.33 0.13 -0.21 0.02 Departure Headway (s) 4.4 5.1 5.3 5.7 Degree Utilization, x 0.53 0.28 0.21 0.07 Capacity (veh/h) 787 668 606 546 Control Delay (s) 12.2 10.1 9.7 9.1 Approach Delay (s) 12.2 10.1 9.7 9.1 Approach LOS B B A A Intersection Summary Delay 11.1 Level of Service B Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Open) Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 315 742 470 22 10 230 Future Volume (Veh/h) 315 742 470 22 10 230 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 342 807 511 24 11 250 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 535 2014 523 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 535 2014 523 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 67 75 55 cM capacity (veh/h) 1033 43 554 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 342 807 535 261 Volume Left 342 0 0 11 Volume Right 0 0 24 250 cSH 1033 1700 1700 370 Volume to Capacity 0.33 0.47 0.31 0.71 Queue Length 95th (m) 11.1 0.0 0.0 39.6 Control Delay (s) 10.2 0.0 0.0 35.0 Lane LOS B E Approach Delay (s) 3.0 0.0 35.0 Approach LOS E Intersection Summary Average Delay 6.5 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 9 7 9 130 258 43 Future Volume (vph) 9 7 9 130 258 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 8 10 141 280 47 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 18 151 327 Volume Left (vph) 10 10 0 Volume Right (vph) 8 0 47 Hadj (s) -0.12 0.05 -0.05 Departure Headway (s) 4.8 4.3 4.0 Degree Utilization, x 0.02 0.18 0.37 Capacity (veh/h) 677 816 880 Control Delay (s) 7.9 8.2 9.4 Approach Delay (s) 7.9 8.2 9.4 Approach LOS A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 19: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Closed) Menard East Subdivision, Embrun PM Peak 2032 Background Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 325 650 353 27 20 247 Future Volume (Veh/h) 325 650 353 27 20 247 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 353 707 384 29 22 268 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 413 1812 398 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 413 1812 398 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 69 63 59 cM capacity (veh/h) 1146 60 651 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 1060 413 290 Volume Left 353 0 22 Volume Right 0 29 268 cSH 1146 1700 372 Volume to Capacity 0.31 0.24 0.78 Queue Length 95th (m) 10.0 0.0 49.4 Control Delay (s) 6.5 0.0 41.6 Lane LOS A E Approach Delay (s) 6.5 0.0 41.6 Approach LOS E Intersection Summary Average Delay 10.8 Intersection Capacity Utilization 103.7% ICU Level of Service G Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 46 46 68 123 0 256 4 54 3 7 7 Future Volume (vph) 2 46 46 68 123 0 256 4 54 3 7 7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 Frt 0.934 0.977 0.943 Flt Protected 0.999 0.982 0.961 0.992 Satd. Flow (prot) 0 1665 0 0 1752 0 0 1675 0 0 1669 0 Flt Permitted 0.999 0.982 0.961 0.992 Satd. Flow (perm) 0 1665 0 0 1752 0 0 1675 0 0 1669 0 Link Speed (k/h) 80 80 80 80 Link Distance (m) 306.2 249.1 614.2 211.6 Travel Time (s) 13.8 11.2 27.6 9.5 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 Adj. Flow (vph) 2 51 51 76 137 0 284 4 60 3 8 8 Shared Lane Traffic (%) Lane Group Flow (vph) 0 104 0 0 213 0 0 348 0 0 19 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) 0.0 0.0 0.0 0.0 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 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 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 2 46 46 68 123 0 256 4 54 3 7 7 Future Volume (vph) 2 46 46 68 123 0 256 4 54 3 7 7 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) 2 51 51 76 137 0 284 4 60 3 8 8 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 104 213 348 19 Volume Left (vph) 2 76 284 3 Volume Right (vph) 51 0 60 8 Hadj (s) -0.26 0.11 0.09 -0.19 Departure Headway (s) 4.9 5.1 4.8 5.0 Degree Utilization, x 0.14 0.30 0.47 0.03 Capacity (veh/h) 666 660 713 639 Control Delay (s) 8.7 10.3 12.0 8.2 Approach Delay (s) 8.7 10.3 12.0 8.2 Approach LOS A B B A Intersection Summary Delay 10.9 Level of Service B Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais open) Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 82 236 372 7 15 232 Future Volume (Veh/h) 82 236 372 7 15 232 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 89 257 404 8 16 252 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 412 843 408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 412 843 408 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 92 95 61 cM capacity (veh/h) 1147 308 643 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 89 257 412 268 Volume Left 89 0 0 16 Volume Right 0 0 8 252 cSH 1147 1700 1700 604 Volume to Capacity 0.08 0.15 0.24 0.44 Queue Length 95th (m) 1.9 0.0 0.0 17.3 Control Delay (s) 8.4 0.0 0.0 15.6 Lane LOS A C Approach Delay (s) 2.2 0.0 15.6 Approach LOS C Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 80 20 10 277 96 18 Future Volume (vph) 80 20 10 277 96 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 87 22 11 301 104 20 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 109 312 124 Volume Left (vph) 87 11 0 Volume Right (vph) 22 0 20 Hadj (s) 0.07 0.04 -0.06 Departure Headway (s) 5.0 4.4 4.5 Degree Utilization, x 0.15 0.38 0.15 Capacity (veh/h) 667 802 767 Control Delay (s) 8.8 10.0 8.3 Approach Delay (s) 8.8 10.0 8.3 Approach LOS A B A Intersection Summary Delay 9.4 Level of Service A Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 20: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais closed) Menard East Subdivision, Embrun AM Peak 2027 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 84 225 357 14 18 244 Future Volume (Veh/h) 84 225 357 14 18 244 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 91 245 388 15 20 265 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 403 822 396 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 403 822 396 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 92 94 59 cM capacity (veh/h) 1156 316 654 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 336 403 285 Volume Left 91 0 20 Volume Right 0 15 265 cSH 1156 1700 608 Volume to Capacity 0.08 0.24 0.47 Queue Length 95th (m) 1.9 0.0 18.9 Control Delay (s) 2.8 0.0 16.0 Lane LOS A C Approach Delay (s) 2.8 0.0 16.0 Approach LOS C Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 612 162 35 432 43 67 19 62 121 43 104 Future Volume (vph) 68 612 162 35 432 43 67 19 62 121 43 104 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.986 0.885 0.894 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1759 0 1695 1579 0 1695 1595 0 Flt Permitted 0.291 0.406 0.646 0.699 Satd. Flow (perm) 519 1784 1517 724 1759 0 1153 1579 0 1247 1595 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 7 69 116 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 76 680 180 39 480 48 74 21 69 134 48 116 Shared Lane Traffic (%) Lane Group Flow (vph) 76 680 180 39 528 0 74 90 0 134 164 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 46.2 46.2 46.2 35.2 35.2 13.5 13.5 13.5 13.5 Actuated g/C Ratio 0.64 0.64 0.64 0.49 0.49 0.19 0.19 0.19 0.19 v/c Ratio 0.17 0.59 0.18 0.11 0.61 0.34 0.25 0.57 0.42 Control Delay 6.8 11.0 4.1 14.5 19.8 28.4 10.9 35.6 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 11.0 4.1 14.5 19.8 28.4 10.9 35.6 11.9 LOS A B A B B C B D B Approach Delay 9.3 19.5 18.8 22.6 Approach LOS A B B C 90th %ile Green (s) 8.6 43.9 43.9 29.0 29.0 20.0 20.0 20.0 20.0 90th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 70th %ile Green (s) 7.3 43.9 43.9 30.3 30.3 15.0 15.0 15.0 15.0 70th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 50th %ile Green (s) 6.6 43.9 43.9 31.0 31.0 12.5 12.5 12.5 12.5 50th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 30th %ile Green (s) 6.1 43.9 43.9 31.5 31.5 10.2 10.2 10.2 10.2 30th %ile Term Code Gap MaxR MaxR Hold Hold Hold Hold Gap Gap 10th %ile Green (s) 0.0 55.2 55.2 55.2 55.2 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Hold Hold Min Min Stops (vph) 26 349 38 22 337 54 25 106 45 Fuel Used(l) 3 31 6 2 33 4 3 9 6 CO Emissions (g/hr) 54 569 112 42 619 76 55 168 121 NOx Emissions (g/hr) 10 110 22 8 119 15 11 33 23 VOC Emissions (g/hr) 12 131 26 10 143 18 13 39 28 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 3.1 43.3 4.3 2.8 49.3 8.4 2.3 15.9 5.2 Queue Length 95th (m) 9.6 95.6 14.3 10.0 #112.5 18.8 12.3 31.2 19.0 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 497 1146 1003 354 865 386 575 418 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.59 0.18 0.11 0.61 0.19 0.16 0.32 0.27 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 71.8 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 76 70th %ile Actuated Cycle: 71 50th %ile Actuated Cycle: 68.5 30th %ile Actuated Cycle: 66.2 10th %ile Actuated Cycle: 77.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 2 141 251 96 82 2 71 5 72 5 35 2 Future Volume (vph) 2 141 251 96 82 2 71 5 72 5 35 2 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) 2 157 279 107 91 2 79 6 80 6 39 2 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 438 200 165 47 Volume Left (vph) 2 107 79 6 Volume Right (vph) 279 2 80 2 Hadj (s) -0.35 0.14 -0.16 0.03 Departure Headway (s) 4.4 5.2 5.3 5.8 Degree Utilization, x 0.54 0.29 0.24 0.08 Capacity (veh/h) 777 654 601 536 Control Delay (s) 12.5 10.2 10.0 9.2 Approach Delay (s) 12.5 10.2 10.0 9.2 Approach LOS B B B A Intersection Summary Delay 11.3 Level of Service B Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Open) Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 312 685 434 21 9 225 Future Volume (Veh/h) 312 685 434 21 9 225 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 339 745 472 23 10 245 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 495 1906 484 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 495 1906 484 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 68 81 58 cM capacity (veh/h) 1069 51 583 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 339 745 495 255 Volume Left 339 0 0 10 Volume Right 0 0 23 245 cSH 1069 1700 1700 415 Volume to Capacity 0.32 0.44 0.29 0.61 Queue Length 95th (m) 10.4 0.0 0.0 30.3 Control Delay (s) 9.9 0.0 0.0 26.6 Lane LOS A D Approach Delay (s) 3.1 0.0 26.6 Approach LOS D Intersection Summary Average Delay 5.5 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 38 14 21 119 238 92 Future Volume (vph) 38 14 21 119 238 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 41 15 23 129 259 100 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 56 152 359 Volume Left (vph) 41 23 0 Volume Right (vph) 15 0 100 Hadj (s) 0.02 0.06 -0.13 Departure Headway (s) 5.0 4.5 4.1 Degree Utilization, x 0.08 0.19 0.41 Capacity (veh/h) 649 779 859 Control Delay (s) 8.4 8.5 9.9 Approach Delay (s) 8.4 8.5 9.9 Approach LOS A A A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 19: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Closed) Menard East Subdivision, Embrun PM Peak 2027 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 322 601 326 26 19 242 Future Volume (Veh/h) 322 601 326 26 19 242 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 350 653 354 28 21 263 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 382 1721 368 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 382 1721 368 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 70 70 61 cM capacity (veh/h) 1176 69 677 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 1003 382 284 Volume Left 350 0 21 Volume Right 0 28 263 cSH 1176 1700 410 Volume to Capacity 0.30 0.22 0.69 Queue Length 95th (m) 9.5 0.0 38.8 Control Delay (s) 6.2 0.0 31.3 Lane LOS A D Approach Delay (s) 6.2 0.0 31.3 Approach LOS D Intersection Summary Average Delay 9.1 Intersection Capacity Utilization 98.9% ICU Level of Service F Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 231 44 42 507 56 135 57 42 69 14 72 Future Volume (vph) 24 231 44 42 507 56 135 57 42 69 14 72 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.985 0.936 0.875 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1758 0 1695 1670 0 1695 1561 0 Flt Permitted 0.261 0.600 0.695 0.686 Satd. Flow (perm) 466 1784 1517 1071 1758 0 1240 1670 0 1224 1561 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 8 47 80 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 27 257 49 47 563 62 150 63 47 77 16 80 Shared Lane Traffic (%) Lane Group Flow (vph) 27 257 49 47 625 0 150 110 0 77 96 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 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 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 46.8 46.8 46.8 41.8 41.8 14.3 14.3 14.3 14.3 Actuated g/C Ratio 0.64 0.64 0.64 0.57 0.57 0.20 0.20 0.20 0.20 v/c Ratio 0.07 0.23 0.05 0.08 0.62 0.62 0.30 0.32 0.26 Control Delay 6.5 7.0 2.4 11.7 17.9 37.6 16.5 27.4 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 7.0 2.4 11.7 17.9 37.6 16.5 27.4 9.6 LOS A A A B B D B C A Approach Delay 6.3 17.5 28.6 17.5 Approach LOS A B C B 90th %ile Green (s) 6.9 43.9 43.9 30.7 30.7 20.6 20.6 20.6 20.6 90th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 70th %ile Green (s) 6.2 43.9 43.9 31.4 31.4 16.2 16.2 16.2 16.2 70th %ile Term Code Gap MaxR MaxR Hold Hold Gap Gap Hold Hold 50th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 13.5 13.5 13.5 13.5 50th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 30th %ile Green (s) 0.0 43.9 43.9 43.9 43.9 11.0 11.0 11.0 11.0 30th %ile Term Code Skip MaxR MaxR Hold Hold Gap Gap Hold Hold 10th %ile Green (s) 0.0 58.9 58.9 58.9 58.9 10.0 10.0 10.0 10.0 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Min Min Hold Hold Stops (vph) 10 95 6 22 352 119 49 56 22 Fuel Used(l) 1 10 1 3 37 9 4 5 4 CO Emissions (g/hr) 19 186 28 47 697 175 83 86 65 NOx Emissions (g/hr) 4 36 5 9 135 34 16 17 13 VOC Emissions (g/hr) 4 43 6 11 161 40 19 20 15 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 1.1 12.5 0.0 2.0 39.5 18.0 6.9 8.7 1.7 Queue Length 95th (m) 4.5 28.5 3.9 10.5 #141.6 34.5 18.4 19.2 11.9 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 466 1139 987 610 1005 408 581 402 567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.23 0.05 0.08 0.62 0.37 0.19 0.19 0.17 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 73.3 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 76.6 70th %ile Actuated Cycle: 72.2 50th %ile Actuated Cycle: 69.5 30th %ile Actuated Cycle: 67 10th %ile Actuated Cycle: 81 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 3 49 49 73 133 0 275 52 57 4 7 8 Future Volume (vph) 3 49 49 73 133 0 275 52 57 4 7 8 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) 3 54 54 81 148 0 306 58 63 4 8 9 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 111 229 427 21 Volume Left (vph) 3 81 306 4 Volume Right (vph) 54 0 63 9 Hadj (s) -0.25 0.10 0.09 -0.19 Departure Headway (s) 5.2 5.4 5.0 5.3 Degree Utilization, x 0.16 0.34 0.59 0.03 Capacity (veh/h) 622 624 695 600 Control Delay (s) 9.2 11.1 14.8 8.5 Approach Delay (s) 9.2 11.1 14.8 8.5 Approach LOS A B B A Intersection Summary Delay 12.8 Level of Service B Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais open) Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 259 394 7 3 12 Future Volume (Veh/h) 2 259 394 7 3 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 282 428 8 3 13 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 436 718 432 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 436 718 432 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 98 cM capacity (veh/h) 1124 395 624 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 284 436 16 Volume Left 2 0 3 Volume Right 0 8 13 cSH 1124 1700 563 Volume to Capacity 0.00 0.26 0.03 Queue Length 95th (m) 0.0 0.0 0.7 Control Delay (s) 0.1 0.0 11.6 Lane LOS A B Approach Delay (s) 0.1 0.0 11.6 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 88 254 404 7 16 248 Future Volume (Veh/h) 88 254 404 7 16 248 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 96 276 439 8 17 270 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 447 911 443 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 447 911 443 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 91 94 56 cM capacity (veh/h) 1113 278 615 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 96 276 447 287 Volume Left 96 0 0 17 Volume Right 0 0 8 270 cSH 1113 1700 1700 574 Volume to Capacity 0.09 0.16 0.26 0.50 Queue Length 95th (m) 2.1 0.0 0.0 21.2 Control Delay (s) 8.5 0.0 0.0 17.4 Lane LOS A C Approach Delay (s) 2.2 0.0 17.4 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 80 20 10 301 105 18 Future Volume (vph) 80 20 10 301 105 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 87 22 11 327 114 20 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 109 338 134 Volume Left (vph) 87 11 0 Volume Right (vph) 22 0 20 Hadj (s) 0.07 0.04 -0.06 Departure Headway (s) 5.0 4.4 4.5 Degree Utilization, x 0.15 0.41 0.17 Capacity (veh/h) 653 800 760 Control Delay (s) 8.9 10.4 8.4 Approach Delay (s) 8.9 10.4 8.4 Approach LOS A B A Intersection Summary Delay 9.7 Level of Service A Intersection Capacity Utilization 37.9% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 20: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais closed) Menard East Subdivision, Embrun AM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 90 243 387 14 19 260 Future Volume (Veh/h) 90 243 387 14 19 260 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 98 264 421 15 21 283 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 436 888 428 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 436 888 428 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 91 93 55 cM capacity (veh/h) 1124 287 626 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 362 436 304 Volume Left 98 0 21 Volume Right 0 15 283 cSH 1124 1700 579 Volume to Capacity 0.09 0.26 0.53 Queue Length 95th (m) 2.2 0.0 23.2 Control Delay (s) 2.9 0.0 17.9 Lane LOS A C Approach Delay (s) 2.9 0.0 17.9 Approach LOS C Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 72 662 176 38 468 45 73 20 66 130 47 110 Future Volume (vph) 72 662 176 38 468 45 73 20 66 130 47 110 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 30.0 15.0 30.0 0.0 30.0 0.0 50.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 50.0 30.0 40.0 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 Frt 0.850 0.987 0.885 0.895 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 1784 1517 1695 1761 0 1695 1579 0 1695 1597 0 Flt Permitted 0.234 0.386 0.624 0.695 Satd. Flow (perm) 418 1784 1517 689 1761 0 1113 1579 0 1240 1597 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 79 7 73 122 Link Speed (k/h) 50 50 50 50 Link Distance (m) 302.4 409.2 223.2 293.0 Travel Time (s) 21.8 29.5 16.1 21.1 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 Adj. Flow (vph) 80 736 196 42 520 50 81 22 73 144 52 122 Shared Lane Traffic (%) Lane Group Flow (vph) 80 736 196 42 570 0 81 95 0 144 174 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 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 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 Detector 1 Position(m) 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 1.8 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 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 Detector 1 Queue (s) 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 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 NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 16.3 30.3 30.3 28.3 28.3 27.8 27.8 29.8 29.8 Total Split (s) 16.3 50.2 50.2 33.9 33.9 29.8 29.8 29.8 29.8 Total Split (%) 20.4% 62.8% 62.8% 42.4% 42.4% 37.3% 37.3% 37.3% 37.3% Maximum Green (s) 10.0 43.9 43.9 27.6 27.6 24.0 24.0 24.0 24.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag

Rochelle Fortier, Novatech Synchro 10 Report 3: Ste Marie Street/St Pierre Road & Notre Dame Street Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 17.0 17.0 15.0 15.0 15.0 15.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 45.3 45.3 45.3 32.3 32.3 13.5 13.5 13.5 13.5 Actuated g/C Ratio 0.64 0.64 0.64 0.45 0.45 0.19 0.19 0.19 0.19 v/c Ratio 0.18 0.65 0.20 0.13 0.71 0.38 0.26 0.61 0.43 Control Delay 7.1 12.4 4.5 16.8 25.4 29.3 10.7 37.0 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 12.4 4.5 16.8 25.4 29.3 10.7 37.0 12.0 LOS A B A B C C B D B Approach Delay 10.5 24.8 19.3 23.3 Approach LOS B C B C 90th %ile Green (s) 10.0 43.9 43.9 27.6 27.6 21.0 21.0 21.0 21.0 90th %ile Term Code Max MaxR MaxR MaxR MaxR Hold Hold Gap Gap 70th %ile Green (s) 10.0 43.9 43.9 27.6 27.6 15.8 15.8 15.8 15.8 70th %ile Term Code Max MaxR MaxR MaxR MaxR Hold Hold Gap Gap 50th %ile Green (s) 10.0 43.9 43.9 27.6 27.6 13.1 13.1 13.1 13.1 50th %ile Term Code Max MaxR MaxR MaxR MaxR Hold Hold Gap Gap 30th %ile Green (s) 10.0 43.9 43.9 27.6 27.6 10.7 10.7 10.7 10.7 30th %ile Term Code Max MaxR MaxR MaxR MaxR Hold Hold Gap Gap 10th %ile Green (s) 0.0 50.4 50.4 50.4 50.4 7.7 7.7 7.7 7.7 10th %ile Term Code Skip Dwell Dwell Dwell Dwell Hold Hold Gap Gap Stops (vph) 27 405 44 26 383 59 25 113 46 Fuel Used(l) 3 34 7 3 39 5 3 10 7 CO Emissions (g/hr) 57 640 124 47 717 84 57 183 127 NOx Emissions (g/hr) 11 124 24 9 138 16 11 35 25 VOC Emissions (g/hr) 13 148 29 11 165 19 13 42 29 Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 Queue Length 50th (m) 3.4 50.9 5.2 3.4 62.4 9.2 2.4 17.2 5.7 Queue Length 95th (m) 10.4 113.1 16.2 11.2 #135.1 20.3 12.7 33.3 19.8 Internal Link Dist (m) 278.4 385.2 199.2 269.0 Turn Bay Length (m) 30.0 15.0 30.0 30.0 50.0 Base Capacity (vph) 447 1139 997 313 804 377 583 420 622 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.65 0.20 0.13 0.71 0.21 0.16 0.34 0.28 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 71 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 77 70th %ile Actuated Cycle: 71.8 50th %ile Actuated Cycle: 69.1 30th %ile Actuated Cycle: 66.7 10th %ile Actuated Cycle: 70.2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Ste Marie Street/St Pierre Road & Notre Dame Street

Rochelle Fortier, Novatech Synchro 10 Report 8: St Augustin Road Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 3 152 270 103 88 3 75 6 78 5 38 3 Future Volume (vph) 3 152 270 103 88 3 75 6 78 5 38 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 Hourly flow rate (vph) 3 169 300 114 98 3 83 7 87 6 42 3 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 472 215 177 51 Volume Left (vph) 3 114 83 6 Volume Right (vph) 300 3 87 3 Hadj (s) -0.35 0.13 -0.17 0.02 Departure Headway (s) 4.5 5.3 5.5 5.9 Degree Utilization, x 0.59 0.32 0.27 0.08 Capacity (veh/h) 762 638 585 502 Control Delay (s) 14.0 10.7 10.5 9.5 Approach Delay (s) 14.0 10.7 10.5 9.5 Approach LOS B B B A Intersection Summary Delay 12.3 Level of Service B Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 11: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Open) Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 10 660 375 5 10 17 Future Volume (Veh/h) 10 660 375 5 10 17 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 717 408 5 11 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 413 1150 410 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 413 1150 410 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 95 97 cM capacity (veh/h) 1146 217 641 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 728 413 29 Volume Left 11 0 11 Volume Right 0 5 18 cSH 1146 1700 368 Volume to Capacity 0.01 0.24 0.08 Queue Length 95th (m) 0.2 0.0 1.9 Control Delay (s) 0.3 0.0 15.6 Lane LOS A C Approach Delay (s) 0.3 0.0 15.6 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 13: Notre Dame Street & Blais Street Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 335 742 470 22 10 242 Future Volume (Veh/h) 335 742 470 22 10 242 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 364 807 511 24 11 263 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 535 2058 523 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 535 2058 523 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 65 72 53 cM capacity (veh/h) 1033 39 554 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 364 807 535 274 Volume Left 364 0 0 11 Volume Right 0 0 24 263 cSH 1033 1700 1700 363 Volume to Capacity 0.35 0.47 0.31 0.76 Queue Length 95th (m) 12.2 0.0 0.0 45.7 Control Delay (s) 10.4 0.0 0.0 39.9 Lane LOS B E Approach Delay (s) 3.2 0.0 39.9 Approach LOS E Intersection Summary Average Delay 7.4 Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 15: St Augustin Road & Lamadeleine Boulevard Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 38 14 21 130 258 92 Future Volume (vph) 38 14 21 130 258 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 41 15 23 141 280 100 Direction, Lane # EB 1 NB 1 SB 1 Volume Total (vph) 56 164 380 Volume Left (vph) 41 23 0 Volume Right (vph) 15 0 100 Hadj (s) 0.02 0.06 -0.12 Departure Headway (s) 5.1 4.5 4.1 Degree Utilization, x 0.08 0.20 0.43 Capacity (veh/h) 638 775 855 Control Delay (s) 8.5 8.6 10.2 Approach Delay (s) 8.5 8.6 10.2 Approach LOS A A B Intersection Summary Delay 9.6 Level of Service A Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 19: Notre Dame Street & Sainte Jeanne D'Arc Street (with Blais Closed) Menard East Subdivision, Embrun PM Peak 2032 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 345 650 353 27 20 259 Future Volume (Veh/h) 345 650 353 27 20 259 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 375 707 384 29 22 282 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 413 1856 398 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 413 1856 398 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 67 60 57 cM capacity (veh/h) 1146 55 651 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 1082 413 304 Volume Left 375 0 22 Volume Right 0 29 282 cSH 1146 1700 363 Volume to Capacity 0.33 0.24 0.84 Queue Length 95th (m) 10.9 0.0 57.7 Control Delay (s) 6.9 0.0 49.4 Lane LOS A E Approach Delay (s) 6.9 0.0 49.4 Approach LOS E Intersection Summary Average Delay 12.5 Intersection Capacity Utilization 105.7% ICU Level of Service G Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report