590 Hazeldean Road Ottawa, ON Transportation Impact Study Richcraft Homes

Prepared By: Stantec Consulting Ltd.

September 2013

590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT ASSESSMENT SEPTEMBER 2013

TIA GUIDELINES CHECKLIST – TRANSPORTATION IMPACT STUDY

Report Context

☒ Municipal Address Comment: Section 1.1 ☒ Location relative to major elements of the existing transportation system Comment: Section 1.3 ☒ Existing land uses or permitted use provisions in the Official Plan, Zoning By-Law, etc. Comment: Section 1.3. ☒ Proposed land uses and relevant planning regulations to be used in the analysis Comment: Secion 1.3 ☒ Proposed development size (building size, number of residential units, etc.) and location on site Comment: Section 1.3 ☒ Estimated date of occupancy Comment: Section 1.4 ☒ Planned phasing of development Comment: Section 1.4 ______☐ Proposed number of parking spaces (not relevant for Draft Plans of Subdivision) Comment: N/A – Draft Plan of Subdivision ☒ Proposed Access points and type of access (full turns, right-in/right-out, turning restrictions, etc.) Comment: Figure 13, Figure 14, Figure 15, Figure 16 ☒ Study area Comment: Figure 1 ☒ Time periods and phasing Comment: Section 1.4 ☒ Horizon years (including reference to phased development) Comment: Section 1.4

Existing Conditions

☒ Existing roads, ramps in the study area, including jurisdiction, classification, number of lanes and posted speed limit Comment: Section 2.1 ______☒ Existing intersections, indicating type of control, lane configurations, turning restrictions and any other relevant data (e.g. extraordinary lane widths, grades, etc.) Comment: Section 2.1 ______☒ Existing access points to adjacent developments (both sides of all roads bordering the site) Comment: Figure 3 ______☒ Existing transit system, including stations and stops Comment: Section 2.2 ______☒ Existing on- and off-road bicycle facilities and pedestrian sidewalks and pathway networks Comment: Secion 2.3 ☒ Existing system operations (V/C, LOS) Comment: Section 4.1 ☒ Major trip generators/attractors within the study area should be indicated Comment: Section 3.5

590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT ASSESSMENT SEPTEMBER 2013

Demand Forecasting ☒ General background growth Comment: Section 3.4 ☒ Other study area developments Comment: Figure 1 ______☒ Changes to the study area road network Comment: Section 4.0 ______☒ Future background system operations (V/C, LOS, queue lengths)  Include figures documenting future background travel demands by mode for each horizon year Comment: Section 4.2 ☒ Trip generation rates Comment: Section 3.5 ☒ Trip Distribution and assignment  Include figures documenting forecast site trip generation and assignment by mode demands by mode for each horizon year Comment: Section 3.5 ______ Include figures documenting total future travel demands by mode for each horizon year Comment: Section 3.5 ______

Impact Analysis

☒ Total future system operations (V/C, LOS, queue lengths) Comment: Section 4.3, Section 4.4 ☒ Signal and auxiliary lane (device) warrants Comment: Section 4.4 ______☒ Operational/safety assessment (e.g. sight line assessment where grades are an issue) Comment: N/A – No special requirements for this site. ☐ Storage analysis for closely spaced intersections Comment: N/A. Queue reach presented in all LOS tables ☒ Pedestrian and bicycle network connections and continuity Comment: Section 3.2, Section 3.3 ☒ On-site circulation and design Comment: Section 3.5 ______☒ Potential for neighbourhood impacts Comment: Section 5.0 ☒ Transportation Demand Management Comment: N/A – Predominantly Plan of Subdivision

Mitigation Measures and Site Design Characteristics

☒ Location and timing of proposed changes to existing traffic controls at intersections (e.g. new traffic signals, Stop signs, etc.) Comment: Section 5.0 ______☒ Location and timing of new intersections, including proposed traffic control measures (e.g. traffic signals, etc.) Comment: Section 5.0______

590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT ASSESSMENT SEPTEMBER 2013

☐ Requirements for new auxiliary lanes Comment: N/A ______☐ Mitigation measure required to offset impacts on the surface and Rapid Transit networks Comment: N/A ______☐ New or modified elements of the bicycle and pedestrian networks Comment: N/A ______☒ Community impact mitigation measures Comment: Section 5.0 ☐ Proposed TDM features or programs to support the site development. Comment: none proposed______

590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

TABLE OF CONTENTS

1.0 INTRODUCTION ...... 1.1 1.1 STUDY PURPOSE ...... 1.1 1.2 CONTEXT ...... 1.1 1.3 PROPOSED DEVELOPMENT ...... 1.2 1.4 SCOPE OF THE ASSESSMENT ...... 1.6

2.0 EXISTING TRANSPORTATION ENVIRONMENT ...... 2.8 2.1 ROADS AND TRAFFIC CONTROL ...... 2.8 2.2 TRANSIT 2.10 2.3 CYCLING AND WALKING ...... 2.11 2.4 TRAFFIC VOLUMES (2013) ...... 2.11

3.0 FUTURE TRANSPORTATION ENVIRONMENT ...... 3.13 3.1 PLANNED ROAD NETWORK UPGRADES ...... 3.13 3.2 TRANSIT 3.14 3.3 CYCLING AND WALKING ...... 3.15 3.4 FUTURE BACKGROUND FORECASTS ...... 3.16 3.4.1 Background Development ...... 3.16 3.4.2 Background Traffic Growth ...... 3.17 3.4.3 Future Background Traffic Conditions ...... 3.17 3.5 SITE TRAFFIC GENERATION ...... 3.23 3.5.1.1 Land Use and Trip Generation ...... 3.23 3.5.1.2 Transportation Demand Management ...... 3.25 3.5.1.3 Traffic Distribution and Assignment ...... 3.25 3.6 2020 TOTAL FUTURE CONDITIONS ...... 3.28 3.7 2025 ULTIMATE CONDITIONS ...... 3.30

4.0 TRANSPORTATION ASSESSMENT ...... 4.32 4.1 2013 EXISTING CONDITIONS ...... 4.32 4.1.1 Intersection Operations...... 4.32 4.2 2020 FUTURE BACKGROUND CONDITIONS ...... 4.34 4.2.1 Intersection Operations...... 4.34 4.3 2020 TOTAL FUTURE CONDITIONS ...... 4.38 4.3.1 Intersection Operations...... 4.38 4.4 2025 ULTIMATE CONDITIONS ...... 4.42 4.4.1 Intersection Operations...... 4.42

5.0 SUMMARY AND CONCLUSIONS ...... 5.47

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LIST OF TABLES

Table 1 Road Network Improvements ...... 3.13 Table 2 ITE Land Use Categories and Trip Rates for the Fernbank Community ...... 3.18 Table 3 Fernbank Community Traffic Generation ...... 3.19 Table 4 ITE Land Use Categories and Trip Rates for the Richcraft Development ...... 3.23 Table 5 Future Mode Share Assumptions ...... 3.24 Table 6 Trip Generation for the Proposed Development ...... 3.24 Table 7 Traffic Distribution from the Kanata / Stittsville Traffic Zone ...... 3.26 Table 8 2013 Existing Intersection Operations ...... 4.33 Table 9 2020 Future Background Intersection Operations ...... 4.35 Table 10 2020 Total Future Intersection Operations for Signalized Intersections ...... 4.39 Table 11 2020 Total Future Intersection Operations for Unsignalized Intersections ...... 4.40 Table 12 2025 Ultimate Intersection Operations for Signalized Intersections ...... 4.44 Table 13 2025 Ultimate Future Intersection Operations for Unsignalized Intersections ...... 4.45

LIST OF FIGURES

Figure 1 Fernbank Community Design Plan and Location of Richcraft's Lands ...... 1.2 Figure 2 Location of the Proposed Development ...... 1.3 Figure 3 Site Plan ...... 1.4 Figure 4 Proposed Commercial Layout ...... 1.5 Figure 5 2013 Existing Intersection Control and Lane Geometry ...... 2.9 Figure 6 Study Area Transit Routes ...... 2.10 Figure 7 2013 Existing Traffic Volumes ...... 2.12 Figure 8 Local Transit Service ...... 3.14 Figure 9 Ottawa Cycling Plan...... 3.15 Figure 10 Fernbank Community Traffic Zones ...... 3.17 Figure 11 2020 Future Background Traffic Volumes ...... 3.22 Figure 12 Site Traffic Assignment ...... 3.27 Figure 13 2020 Total Future Traffic Volumes ...... 3.29 Figure 14 2025 Ultimate Traffic Volumes ...... 3.31 Figure 15 2020 Future Background Intersection Control and Lane Geometry ...... 4.37 Figure 16 2020 Total Future Intersection Control and Lane Geometry ...... 4.41 Figure 17 2025 Ultimate Intersection Control and Lane Geometry ...... 4.46

APPENDICIES

Appendix A Traffic Data Appendix B: Core Services Agreement from Novatech Appendix C: Detailed Trip Generation Appendix D: Detailed Trip Distribution and Assignment Appendix E: Intersection Capacity Analysis Worksheets

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1.0 INTRODUCTION

1.1 STUDY PURPOSE

Richcraft Homes (Richcraft) is preparing a development application for 590 Hazeldean Road in the Fernbank Community of the City of Ottawa. As part of the draft plan of subdivision application, pre- consultation discussions were held with City of Ottawa Staff and it was determined that a Transportation Impact Study (TIS) would be required to support the application.

This TIS has been prepared to assess the potential transportation implications of the proposed subdivision and commercial development and to determine whether transportation improvements are required to support it.

1.2 CONTEXT

The Fernbank Community is located in the West Urban Community of the City of Ottawa.

A Community Design Plan (CDP) was prepared for the Fernbank Community which encompasses approximately 670 hectares of land between the established communities of Stittsville, Kanata West, and Kanata South, and extending south from Hazeldean Road to Fernbank Road. The CDP reflects a future urban community that could contain between 10,000 and 11,000 dwelling units and 2400 jobs.

Figure 1 illustrates the Fernbank CDP and the location of Richcraft’s proposed development located at 590 Hazeldean Road.

In 2009 a Transportation Master Plan (TMP) was prepared to support the CDP. The TMP assessed the future long-term transportation needs of the proposed community. The Fernbank TMP concluded that in addition to the arterial road and rapid transit networks identified in the 2003 City-wide TMP, the Fernbank CDP will require a new North-South arterial and rapid transit corridor to be extended from Hazeldean Road south to Fernbank Road. The rapid transit corridor would be located in the median of the North- South Arterial with major stations located at Hazeldean Road, Abbott Street and Fernbank Road (with minor stops occurring at some of the collector road intersections along the corridor).

The TMP also recommended that on-road cycling facilities be provided along all the arterial corridors as well as Shea Road which is designated as a collector.

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Figure 1 Fernbank Community Design Plan and Location of Richcraft's Lands

Subject Site

1.3 PROPOSED DEVELOPMENT

The proposed development is located at 590 Hazeldean Road. The site will feature approximately 745 residential units (comprised of 227 single family homes and 518 townhomes) as well as a mixed use commercial parcel located at the north end of the site and abutting Hazeldean Road. The site is bound by Hazeldean Road to the north, future development to the east and west, and the hydro corridor to the south.

Figure 2 illustrates the location of Richcraft’s proposed development.

Figure 3 shows the proposed site plan for Richcraft’s proposed development with the location of the two internal intersections that will be included in this assessment.

Figure 4 depicts a concept plan for the proposed retail commercial uses abutting Hazeldean Road.

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Figure 2 Location of the Proposed Development

Subject Site

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Figure 3 Site Plan

Hazeldean Road

Intersection 1

Intersection 2

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Figure 4 Concept Plan for Proposed Commercial Parcel

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1.4 SCOPE OF THE ASSESSMENT

This TIS has been carried out in accordance with the City of Ottawa’s Transportation Impact Assessment (TIA) Guidelines.

Through a review of the proposed development and the transportation network adjacent to it, the scope of this assessment was determined to include the following:

 Study area intersections include:

o Hazeldean Road at Huntmar Drive / Iber Road

o Hazeldean Road at the Future Kanata North-South Arterial

o Hazeldean Road at Lowe’s Commercial Access / Site Access

o Hazeldean Road at Terry Fox Drive

o Intersection 1 (internal to the site)

o Intersection 2 (internal to the site)

 Full build-out is anticipated to occur in 2020, therefore the following future transportation horizons have been examined:

o 2013 existing conditions

o 2020 future background conditions

o 2020 total future conditions (site build-out)

o 2025 future horizon (5-years beyond site build-out)

 Analysis time periods include the weekday AM and PM peak hours.

The methodology used in the TIS is summarized below:

 The net increase in site traffic from the proposed development will be estimated

 Background traffic growth in the study area will be explicitly accounted for based on known developments in the study area

 A 2% per annum growth rate will be used to account for growth which occurs from outside of the immediate study area. This growth rate is consistent with previous studies in the Fernbank community.

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 The future background traffic volumes will be combined with the net increase in site traffic volumes to determine total future traffic volumes

 Intersection operational analysis will be performed to determine if capacity constraints exist at the study area intersections under each study horizon

 Where deficiencies exist mitigation measures will be examined

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2.0 EXISTING TRANSPORTATION ENVIRONMENT

2.1 ROADS AND TRAFFIC CONTROL

The major roadways in the study area are described below:

 Hazeldean Road – Hazeldean Road is a four-lane urban arterial road with a 60 km/h posted speed limit. Sidewalks are provided along both sides of Hazeldean Road within the study area.

 Terry Fox Drive – Terry Fox Drive is a four-lane urban arterial road with a 70 km/h posted speed limit. At the intersection with Hazeldean Road, Terry Fox Drive has dual left turn lanes in all four directions. Additionally, exclusive right turn lanes are provided in all directions.

 Huntmar Drive / Iber Road – Huntmar Drive / Iber Road is classified as a major collector road south of Maple Grove Road. South of Hazeldean Road, Iber Road has a two-lane cross-section and a posted speed of 60 km/h. North of Hazeldean Road, Huntmar Drive has a four-lane cross section and a posted speed of 50 km/hr. Dual left turn lanes are provided in the eastbound and westbound directions.

The road classifications noted above are referenced from Map 6 of the City of Ottawa’s Transportation Master Plan (TMP).

Figure 5 illustrates the existing intersection control and lane geometry at the study area intersections.

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Arterial

Hazeldean Road

Iber Road

Intersection 1

Intersection 2

Stantec Consulting Ltd. FIGURE NO.: 5 1331 Clyde Avenue, Suite 400 TITLE: 2013 Existing Intersection Control ON, Canada K2C 3G4 and Lane Geometry Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

2.2 TRANSIT

Transit service is provided throughout the study area. The existing transit network includes routes along Terry Fox Drive, Hazeldean Road and throughout the community to the east of Terry Fox Drive. Nearby routes include:

 Route 96

 Route 201

 Route 203

In addition to utilizing the adjacent road network, route 96 passes through the Fernbank Community via Shea Road. Hazeldean Road and Shea Road are designated as Transitway links.

Figure 6 illustrates the local transit routes.

Figure 6 Study Area Transit Routes

Subject Site

Source: OC Transpo System Map, Accessed July 15, 2013 (http://www.octranspo1.com/images/files/systemmap/systemmap.pdf)

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2.3 CYCLING AND WALKING

The study area contains many existing cycling and pedestrian facilities. The Trans Canada Trail bi-sects the site and follows a city-owned multi-use pathway that runs along an existing hydro corridor. The Trans Canada Trail is a major east-west connection in the City’s active transportation network. In addition to this facility, on-road cycling facilities are provided on Terry Fox Drive, along Hazeldean Road and paved shoulders are provided on Shea Road.

2.4 TRAFFIC VOLUMES (2013)

Intersection turning movement counts were undertaken by Stantec Consulting Ltd. at the following intersections:

o Hazeldean Road at Lowe’s Commercial Access / Site Access (2013)

o Hazeldean Road at Terry Fox Drive (2013)

Historic counts were obtained from the City of Ottawa at the following intersections:

o Hazeldean Road at Huntmar Drive / Iber Road (2012)

o Hazeldean Road at Terry Fox Drive (2009)

The historic counts were used to determine an annual background growth rate.

Figure 7 illustrates existing AM and PM peak hour traffic volumes at the study area intersection.

Appendix A contains the traffic data provided for reference.

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Kanata North‐South Kanata North‐South

Huntmar Drive Arterial Access 1 Terry Fox Drive Huntmar Drive Arterial Access 1 Terry Fox Drive

54 79 50 ↱ 35 000 ↱ 0 15033 ↱ 50 191 350 140 ↱ 86 132 137 61 ↱ 17 000 ↱ 0 71 0 148 ↱ 164 547 859 211 ↱ 132 ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↲ ↓ ↳ ↑ 326 ↲ ↓ ↳ 498 ↲ ↓ ↳ 483 ↲ ↓ ↳ 218 ↲ ↓ ↳ 492 ↲ ↓ ↳ 1298 ↲ ↓ ↳ 1227 ↲ ↓ ↳ 533 ↰ ↰ ↰ 1 ↰ 140 2 ↰ 0 3 ↰ 0 4 ↰ 56 1 ↰ 212 2 0 3 0 4 141

100 ↳ 2012 0 ↳ 0 16 ↳ 2013 462 ↳ 2013 66 ↳ 2012 0 ↳ 2013 42 ↳ 2013 401 ↳ 2013

686 ↓ ↰ ↑ ↱ 957 ↓ ↰ ↑ ↱ 1230 ↓ ↰ ↑ ↱ 496 ↓ ↰ ↑ ↱ 387 ↓ ↰ ↑ ↱ 603 ↓ ↰ ↑ ↱ 989 ↓ ↰ ↑ ↱ 392 ↓ ↰ ↑ ↱ ↲ ↲ ↲ ↲ ↲ ↲ 43 ↲ 24 96 221 0 ↲ 000 0 000 200 184 779 99 22 34 105 155 0 000 0 000 273 321 310 86

Iber Road Iber Road ↱ 000 ↱ 0 000 0 ↑ ↲ ↓ ↳ ↑ 0 ↲ ↓ ↳ 0 ↰ 5 ↰ 0 Intersection 1 5 0 Intersection 1 ↳ 0 ↳ 0 ↓ 0 ↓ ↰ ↑ ↱ 0 ↰ ↑ ↱ ↲ 0 ↲ 000 0 000 ↱ 00 ↱ 0 00 0 ↑ ↲↳ ↑ 0 ↲↳ 0

6 Intersection 2 6 Intersection 2

0 ↳ 0 ↳

0 ↓ 0 ↓

Stantec Consulting Ltd. FIGURE: 7 1331 Clyde Avenue TITLE: 2013 Existing Traffic Volumes ON, Canada K2C 3G4 Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

3.0 FUTURE TRANSPORTATION ENVIRONMENT

3.1 PLANNED ROAD NETWORK UPGRADES

A review of the City of Ottawa Transportation Master Plan (TMP) shows several upgrades that are scheduled to occur within the study area. These road improvements have been noted in the TMP and are summarized in Table 1. It should be noted that the “Current Status” of each project may differ from what is listed in this table as this is based on the 2008 TMP and may have changed since the publication of that document.

Table 1 Road Network Improvements

Transportation Current Project Description Master Plan Phase Status

Hazeldean EA Widen from two to four lanes from Iber Road to Stittsville Main Street Phase 2: 2016 -2022 Road Completed

Widen from two to four lanes from Campeau Drive extension to EA Not Phase 2: 2016 - 2022 Cyclone Taylor Boulevard Started Huntmar Drive Widen from two to four lanes from Palladium Drive to Maple Grove EA Phase 2: 2016 - 2022 Road Completed

Terry Fox Widen from two to four lanes from Winchester Drive to Eagleson EA Phase 2: 2016 – 2022 Drive Road at Hope Side Road Completed

Hope Side Widen from two to four lanes from Eagleson Road to Richmond Road Phase 2: 2016 – 2022 Initiated

Road New two-lane road from Moodie Drive to Highway 416 Phase 2: 2016 - 2022 Initiated

Initiated in

Kanata West New two-lane arterial road from Hazeldean Road to Fernbank Road Phase 2: 2016 - 2022 Fernbank North-South CDP

Arterial EA Widen from two to four lanes from Palladium Drive to Fernbank Road Phase 3: 2023 - 2031 Completed

Maple Grove EA Widen from two to four lanes from Terry Fox Drive to Huntmar Drive Phase 3: 2023 - 2031 Road Completed

For analysis purposes it was assumed that the new two-lane Kanata North-South Arterial will be constructed from Fernbank Road to Hazeldean Road by 2020 which is towards the end of the Phase 2 range identified in the Transportation Master Plan. It was also assumed that this arterial will be widened to four lanes and extended to Palladium Drive by 2025.

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3.2 TRANSIT

As the Fernbank Community lands develop, OC Transpo and the developer of each parcel will discuss how to best provide transit service to each new community.

The City’s planned Transitway Network is outlined in Map 4a of the Transportation Master Plan. Figure 8 shows the planned Bus Rapid Transit (BRT) in the vicinity of the study area including three park and ride locations.

Figure 8 Local Transit Service

Subject Site

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3.3 CYCLING AND WALKING

In accordance with the City of Ottawa’s Pedestrian Plan, sidewalks should be provided along both sides of collector roads and, where possible, along one side of local roads.

The width of sidewalks and boulevards should generally adhere to the recommendations of the Ottawa Pedestrian Plan June 2009 (OPP) and should be coordinated with the surrounding developments to ensure consistency between sidewalk designs.

The Ottawa Cycling Plan 2008 shows proposed paved shoulders along Terry Fox Drive, proposed bicycle lanes along Huntmar Drive / Iber Road, a proposed shared use lane along the new Kanata West North – South Arterial, and proposed off-road multi-use pathways scattered in the study area. Additionally, new cycling facilities within the subject development should be coordinated with existing and planned facilities to ensure a continuous cycling network.

Figure 9 depicts the proposed site location within the City of Ottawa’s Cycling Plan.

Figure 9 Ottawa Cycling Plan

Subject Site

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3.4 FUTURE BACKGROUND FORECASTS

Future background conditions are assessed to determine transportation improvements that may be required to address growth in traffic exclusive from improvements that may be required to accommodate traffic generated by the subject development. Any improvements identified to address future background conditions are not the responsibility of the developer.

Future background traffic projections are typically derived by calculating the annual rate of growth on a transportation facility through a review of historic traffic volumes and / or by accounting for traffic generated by other known area developments that were recently approved or that are currently in the planning approvals process.

3.4.1 Background Development

The Fernbank CDP TMP assumes a rate of absorption of 500 units / year starting in 2015 and continuing until full build-out is achieved by 2034.

In terms of the Richcraft site at 590 Hazeldean Road, it has been assumed that it will be fully built and occupied by 2020.

Utilizing the absorption rate of 500 units / year it was determined that approximately 25% of the other lands within the Fernbank Community would be completed by the site build-out horizon of 2020. By 2025, or five years beyond site build-out, 50% of the other lands within the Fernbank Community were assumed to be built with the remaining areas developing by 2034.

A transportation model of the Fernbank Community was developed with the future community divided into several traffic zones that followed a logical pattern of physical features (i.e. hydro corridor), primary roads (i.e. planned arterials and collectors) and proposed intersections along the boundary road network. The traffic zones were established in order to allocate / assign traffic volumes to the study area intersections.

Figure 10 shows the 11 distinct traffic zones established as part of the transportation model. In total 670 ha of developable land and approximately 9400 residential units were accounted for. Richcraft’s 590 Hazeldean Road is represented by traffic zones N1, N2 and N6.

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Figure 10 Fernbank Community Traffic Zones

3.4.2 Background Traffic Growth

Consistent with the Fernbank CDP TMP and with other recent transportation studies prepared for development parcels within the Fernbank Community, a 2% annual growth rate was deemed to be appropriate. This rate was then applied to the existing traffic volumes at the study area intersections until the 2025 horizon. In addition, the trips generated by the other areas of the Fernbank Community (i.e. all areas excluding the subject Richcraft site) were added to the boundary road network.

3.4.3 Future Background Traffic Conditions

The build-out horizons for the background developments must recognize the scale of the developments under consideration. An absorption rate of 500 units per year was applied to the background

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Figure 11 illustrates 2020 future background traffic volumes at the study area intersections.

The Fernbank Community is a large development area of which, 590 Hazeldean represents only a small portion. The land uses and residential units contained within each of the traffic zones is based on Schedule A-3 from the Core Services Agreement prepared by Novatech and is attached in Appendix B.

The Institute of Transportation (ITE) Trip Generation Manual (9th Edition) was used to estimate traffic generated by the entire Fernbank Community including the subject site. Table 2 summarizes the ITE land use categories and trips rates obtained from the ITE Trip Generation Manual for the entire Fernbank Community.

Table 2 ITE Land Use Categories and Trip Rates for the Fernbank Community

Morning Peak Hour Afternoon Peak Hour Units / # Land Use Rooms Inbound Outbound Rate Inbound Outbound Rate

Single Family Detached (210) 5519 25% 75% 0.75 63% 37% 1.00 Residential Condominium / 2900 17% 83% 0.44 67% 33% 0.52 Townhouse (230) Mixed Use (230) 680 17% 83% 0.44 67% 33% 0.52 High Density (220) 303 20% 80% 0.52 65% 35% 0.62

Inn / Restaurant (320) 30 36% 64% 0.45 54% 46% 0.47

Table 3 summarizes the traffic generated by the Fernbank Community by traffic zone including the subject Richcraft site.

As shown in Table 3, at a build rate of 500 units per year commencing in 2015, the 9,402 residential units planned for the Fernbank Community are expected to generate approximately 8000 person trips during the AM peak hour and over 10,200 person trips during the PM peak hour. In addition, the Fernbank Community will generate roughly 4400 automobile trips during the morning peak hour and roughly 5600 automobile trips during the PM peak hour.

In terms of the Richcraft component, with roughly 745 residential units and one commercial development the proposed development is expected to generate approximately 550 person trips during the AM peak hour and roughly 680 person trips during the PM peak hour. Similarly, the site is expected to generate 300 automobile trips during the AM peak hour and approximately 375 automobile trips during the PM peak hour. Overall, in terms of number of units and number of trips, the Richcraft development represents roughly 7% of the Fernbank Community.

Additional details regarding the conversion of ITE rates to person trips across all modes are discussed in Section 3.5.

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Table 3 Fernbank Community Traffic Generation

Morning Peak Hour Afternoon Peak Hour Zone Modes Split In Out Total In Out Total

Auto 55% 29 109 138 113 62 174

Passenger 15% 8 30 38 31 17 48

N1 (Richcraft) Transit 25% 13 50 63 51 28 79 Active Modes 5% 3 10 13 10 6 16 N1 Subtotal 100% 53 198 251 205 112 317 (person trips) Auto 55% 30 123 154 125 65 190 Passenger 15% 8 34 42 34 18 52

Transit 25% 14 56 70 57 30 87 N2 (Richcraft) Active Modes 5% 3 11 14 11 6 17

N2 Subtotal 100% 55 224 280 227 119 346 (person trips)

Auto 55% 23 69 91 76 44 121

Passenger 15% 6 19 25 21 12 33

Transit 25% 10 31 42 35 20 55 N3 Active Modes 5% 2 6 8 7 4 11

N3 Subtotal 100% 41 125 166 139 80 220 (person trips)

Auto 55% 36 126 162 133 74 207

Passenger 15% 10 34 44 36 20 57

N4 Transit 25% 16 57 74 61 34 94 Active Modes 5% 3 11 15 12 7 19 N4 Subtotal 100% 65 229 294 242 134 377 (person trips) Auto 55% 24 84 108 89 50 138

Passenger 15% 6 23 30 24 14 38

Transit 25% 11 38 49 41 23 63 N5 Active Modes 5% 2 8 10 8 5 13

N5 Subtotal 100% 43 152 197 162 90 251 (person trips)

Auto 55% 3 7 10 6 4 10

Passenger 15% 1 2 3 2 1 3 Transit 25% 2 3 5 3 2 5 N6 (Richcraft) Active Modes 5% 0 1 1 1 0 1

N6 Subtotal 100% 6 12 18 10 8 19 (person trips)

N7 Auto 55% 73 281 353 285 153 439

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Passenger 15% 20 77 96 78 42 120

Transit 25% 33 128 161 130 70 200 Active Modes 5% 7 26 32 26 14 40

N7 Subtotal 100% 132 510 642 518 278 798 (person trips)

Auto 55% 87 347 435 349 185 535

Passenger 15% 24 95 119 95 51 146

Transit 25% 40 158 198 159 84 243 N8 Active Modes 5% 8 32 40 32 17 49

N8 Subtotal 100% 158 631 790 635 337 972 (person trips)

Auto 55% 503 1604 2108 1756 1009 2765

Passenger 15% 137 438 575 479 275 754 Transit 25% 229 729 958 798 459 1257 S1 Active Modes 5% 46 146 192 160 92 251

S1 Subtotal 100% 914 2917 3833 3193 1835 5028 (person trips)

Auto 55% 91 314 405 334 187 521

Passenger 15% 25 86 111 91 51 142 Transit 25% 42 143 184 152 85 237 S2 Active Modes 5% 8 29 37 30 17 47

S2 Subtotal 100% 166 571 737 607 340 947 (person trips)

Auto 55% 93 321 414 342 191 532

Passenger 15% 25 87 113 93 52 145

Transit 25% 42 146 188 156 87 242 S3 Active Modes 5% 8 29 38 31 17 48

S3 Subtotal 100% 169 583 752 622 347 968 (person trips)

Auto 55% 63 239 302 243 131 375

Passenger 15% 17 65 82 66 36 102

Richcraft Transit 25% 29 109 137 111 60 171 Totals Active Modes 5% 6 22 27 22 12 34

Richcraft Subtotals 100% 114 434 549 442 239 682 (person trips)

Auto 55% 232 786 1019 841 473 1315 2020 Background Passenger 15% 63 214 278 229 129 359 Trips (25% Transit 25% 106 357 463 382 215 598 Total) Active Modes 5% 21 71 93 76 43 120

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Subtotal 100% 422 1430 1853 1530 860 2390 (person trips)

Auto 55% 464 1572 2038 1682 946 2629 Passenger 15% 127 429 556 459 258 717 2025 Background Transit 25% 211 715 926 765 430 1195 Trips (50% Total) Active Modes 5% 42 143 185 153 86 239 Subtotal 100% 844 2859 3706 3059 1721 4781 (person trips) Auto 55% 991 3384 4378 3608 2024 5634

Passenger 15% 270 923 1194 984 552 1536

Fernbank Transit 25% 451 1538 1990 1640 920 2561 Total Active Modes 5% 90 308 398 328 184 512

Subtotal 100% 1802 6152 7960 6560 3680 10243 (person trips)

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Kanata North‐South Kanata North‐South

Huntmar Drive Arterial Access 1 Terry Fox Drive Huntmar Drive Arterial Access 1 Terry Fox Drive

62 188 88 ↱ 159 0 0 0 ↱ 0 15033 ↱ 50 219 420 160 ↱ 98 150 500 191 ↱ 84 000 ↱ 0 71 0 148 ↱ 164 628 1056 241 ↱ 150 ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↲ ↓ ↳ ↑ 376 ↲ ↓ ↳ 572 ↲ ↓ ↳ 563 ↲ ↓ ↳ 259 ↲ ↓ ↳ 563 ↲ ↓ ↳ 1493 ↲ ↓ ↳ 1444 ↲ ↓ ↳ 647 ↰ ↰ ↰ 1 ↰ 164 2 ↰ 8 3 ↰ 0 4 ↰ 71 1 ↰ 255 2 33 3 0 4 185

114 ↳ 2013 0 ↳ 2013 16 ↳ 2013 531 ↳ 2013 75 ↳ 2013 0 ↳ 2013 42 ↳ 2013 459 ↳ 2013

783 ↓ ↰ ↑ ↱ 1103 ↓ ↰ ↑ ↱ 1445 ↓ ↰ ↑ ↱ 603 ↓ ↰ ↑ ↱ 445 ↓ ↰ ↑ ↱ 695 ↓ ↰ ↑ ↱ 1151 ↓ ↰ ↑ ↱ 469 ↓ ↰ ↑ ↱ ↲ ↲ ↲ ↲ ↲ ↲ 49 ↲ 27 423 264 31 ↲ 123 0 32 0 000 229 210 960 135 25 39 317 185 124 67017 0 000 312 367 396 111

Iber Road Iber Road ↱ 000 ↱ 0 000 0 ↑ ↲ ↓ ↳ ↑ 0 ↲ ↓ ↳ 0 ↰ 5 ↰ 0 5 0 ↳ 0 ↳ 2013 0 2013 ↓ 0 ↓ ↰ ↑ ↱ 0 ↰ ↑ ↱ ↲ 0 ↲ 000 0 000 ↱ 00 ↱ 0 00 0 ↑ ↲↳ ↑ 0 ↲↳ 0

6 Intersection 2 6 Intersection 2

0 ↳ 2013 0 ↳ 2013

0 ↓ 0 ↓

Stantec Consulting Ltd. FIGURE: 11 1331 Clyde Avenue TITLE: 2020 Future Background Traffic Volumes ON, Canada K2C 3G4 GROWTH: 2% Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

3.5 SITE TRAFFIC GENERATION

3.5.1.1 Land Use and Trip Generation

The proposed development will include approximately 745 residential units comprised of 227 single family detached units and 518 townhouse units as well as a mixed use commercial parcel. The exact number of units is subject to change as the site plan is refined and will be finalized during the registration stage of the approvals process.

As illustrated in Figure 4 the mixed use commercial parcel will include multiple retail-commercial buildings as well as an Inn / Restaurant. With the exception of the proposed Inn / Restaurant, the majority of the proposed building footprints are smaller in size and are oriented towards serving the immediate community as opposed to attracting trips from outside of the immediate study area. As such, it was assumed that most of the traffic to / from the commercial development would be drawn from the existing transportation network (i.e. pass-by) or captured through the generation of the surrounding residential developments. With the exception of the Inn / Restaurant no new site trips were generated for the remaining retail uses as it would have resulted in overly conservative traffic estimates.

In order to determine the number of trips the Inn / Restaurant is anticipated to generate the number of rooms the Inn will contain was estimated using the size of the building, an assumed 300 square feet per room, and an 80% space utilization of the building. With this information it was found that the Inn is estimated to include 30 guest rooms.

The Institute of Transportation Engineers (ITE) Trip Generation Manual (9th Edition) was used to estimate traffic generated by the subject site.

Table 4 summarizes the ITE land use categories and trips rates obtained from the ITE Trip Generation Manual for the proposed Richcraft Development.

Table 4 ITE Land Use Categories and Trip Rates for the Richcraft Development

Units / # Morning Peak Hour Afternoon Peak Hour Land Use Rooms Inbound Outbound Rate Inbound Outbound Rate

Single Family Detached (210) 227 25% 75% 0.75 63% 37% 1.00 Residential Condominium / Townhouse (230) 518 17% 83% 0.44 67% 33% 0.52 Inn / Restaurant (320) 30 36% 64% 0.45 54% 46% 0.47

The TRANS Committee’s 2011 Origin-Destination (O-D) Survey for the National Capital Region was reviewed to ascertain the existing mode share characteristics of the Kanata / Stittsville traffic zone. The existing mode share characteristics of the Kanata / Stittsville traffic zone were then compared and adjusted to be consistent with the future mode share projections of the Fernbank CDP TMP.

Table 5 summarizes the future mode share assumptions applied in this study.

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Table 5 Future Mode Share Assumptions

Mode Mode Share

Auto 55% Passenger 15% Transit 25%

Active Mode 5%

Table 6 below summarizes the site trips generated by the proposed development. This table was developed using ITE trip generation rates as the basis for generating “person trips”. To accurately reflect the observed modal shares for Kanata / Stittsville the site trips generated by the study area developments were converted to person trips. This was done by accounting for the modal share inherent in the ITE trip rates - assumed to be 20%. To reflect the auto occupancy inherent within the ITE rates a rate of 1.2 passengers per car was applied. The mode share described in Table 5 was then applied to develop the values below.

Appendix C contains detail trip generation worksheets.

Table 6 Trip Generation for the Proposed Development

Factor Inbound Outbound Total Factor Inbound Outbound Total

ITE Trip Gen 43 128 170 143 84 227

Mode Share 0.9 47 142 189 0.9 159 93 252

Auto Occupancy 1.2 56 170 227 1.2 191 112 302

Modes Split Inbound Outbound Total Split Inbound Outbound Total Single Family Homes Auto 55% 31 94 125 55% 105 62 166

Passenger 15% 8 26 34 15% 29 17 45

Transit 25% 14 43 57 25% 48 28 76

Active Modes 5% 3 9 11 5% 10 6 15

ITE Trip Gen 39 189 228 180 89 269

Mode Share 0.9 43 210 253 0.9 201 99 299

Auto Occupancy 1.2 52 252 304 1.2 241 119 359

Modes Split Inbound Outbound Total Split Inbound Outbound Total Townhomes Auto 55% 29 139 167 55% 133 65 197

Passenger 15% 8 38 46 15% 36 18 54

Transit 25% 13 63 76 25% 60 30 90

Active Modes 5% 3 13 15 5% 12 6 18

ITE Trip Gen 5 9 14 8 6 14 Inn / Restaurant Mode Share 0.9 5 10 15 0.9 8 7 16

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Auto Occupancy 1.2 6 12 18 1.2 10 8 19

Modes Split Inbound Outbound Total Split Inbound Outbound Total

Auto 55% 3 7 10 55% 6 4 10

Passenger 15% 1 2 3 15% 2 1 3

Transit 25% 2 3 5 25% 3 2 5

Active Modes 5% 0 1 1 5% 1 0 1

ITE Trip Gen 86 326 412 331 179 510

Mode Share 0.9 96 362 457 0.9 368 199 567

Auto Occupancy 1.2 115 434 548 1.2 442 239 680

Modes Split Inbound Outbound Total Split Inbound Outbound Total Richcraft Total Auto 55% 63 239 302 55% 243 131 375

Passenger 15% 17 65 82 15% 66 36 102

Transit 25% 29 109 137 25% 111 60 170

Active Modes 5% 6 22 27 5% 22 12 34

3.5.1.2 Transportation Demand Management

As the proposed development is primarily residential in nature no further Transportation Demand Management initiatives were investigated or are being planned.

3.5.1.3 Traffic Distribution and Assignment

The distribution of traffic to / from the Fernbank Community was determined through examination of the TRANS Committee’s 2011 Origin-Destination (O-D) Survey.

Table 7 provides a summary of the distribution of traffic from the Kanata / Stittsville traffic zone across the four cardinal directions.

Additionally, the Kanata / Stittsville traffic zone was found to contain a large percentage of internal trips (i.e. trips that do not leave the Kanata / Stittsville traffic zone). To reflect this, the district-level traffic zones (i.e. sub-zones) within the Kanata / Stittsville traffic zone were examined and the trip distribution was adjusted accordingly and is reflected in Table 7.

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Table 7 Traffic Distribution from the Kanata / Stittsville Traffic Zone

Cardinal Direction Assignment

North 35% South 5% East 55%

West 5%

Appendix D provides a more detailed summary of the trip distribution and assignment.

Site trips were assigned to the road network based on the location of each zone relative to the proximity of planned collector and arterial roads and proposed intersections along the boundary road network.

Figure 12 illustrates the assignment of site traffic to the boundary road network and study area intersections.

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Kanata North‐South Kanata North‐South

Iber Road Arterial Access 1 Terry Fox Drive Iber Road Arterial Access 1 Terry Fox Drive

0034 ↱ 128 0 0 0 ↱ 0 000 ↱ 01020↱ 0 0 0 131 ↱ 71 000 ↱ 0 000 ↱ 038100↱ 0 ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↲ ↓ ↳ ↑ 6 ↲ ↓ ↳ 134 ↲ ↓ ↳ 0 ↲ ↓ ↳ 8 ↲ ↓ ↳ 0 ↲ ↓ ↳ 74 ↲ ↓ ↳ 0 ↲ ↓ ↳ 31 ↰ ↰ ↰ 1 ↰ 02↰ 03↰ 19 4 ↰ 21↰ 020371 4 8

0 ↳ 2013 0 ↳ 2013 0 ↳ 2013 37 ↳ 2013 0 ↳ 2012 0 ↳ 2013 0 ↳ 2013 21 ↳ 2013

2 ↓ ↰ ↑ ↱ 35 ↓ ↰ ↑ ↱ 0 ↓ ↰ ↑ ↱ 31 ↓ ↰ ↑ ↱ 6 ↓ ↰ ↑ ↱ 137 ↓ ↰ ↑ ↱ 0 ↓ ↰ ↑ ↱ 17 ↓ ↰ ↑ ↱ ↲ ↲ ↲ ↲ ↲ ↲ 0 ↲ 000 0 ↲ 000 35 134 0 70 1 0108 0 000 0 000 137 74039 1 154 ↱ 0270 ↱ 0 0970 0 ↑ ↲ ↓ ↳ ↑ 0 ↲ ↓ ↳ 0 ↰ 5 ↰ 0 Intersection 1 5 0 Intersection 1 ↳ 0 ↳ 0 ↓ 0 ↓ ↰ ↑ ↱ 0 ↰ ↑ ↱ ↲ 0 ↲ 0940 0 0540 ↱ 015 ↱ 44 046 28 ↑ ↲↳ ↑ 6 ↲↳ 3

6 Intersection 2 6 Intersection 2

0 ↳ 0 ↳

2 ↓ 6 ↓

Stantec Consulting Ltd. FIGURE: 12 1331 Clyde Avenue TITLE: Site Traffic Assignment ON, Canada K2C 3G4 Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

3.6 2020 TOTAL FUTURE CONDITIONS

Total future conditions are examined to determine improvements that may be required as a direct result of the development of the site. It is anticipated that by 2020, all of the residential units within the proposed development will be built and occupied. It was also assumed that by 2020 two lanes of the Kanata North- South arterial will be constructed between Fernbank Road and Hazeldean Road.

Total future traffic volumes are derived by adding site generated trips (Figure 12 ) to future background volumes (Figure 11) anticipated for 2020.

Figure 13 illustrates 2020 total future traffic volumes at the study area intersections.

An assessment of 2020 total future traffic conditions is outlined in Section 4.3.

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Kanata North‐South Kanata North‐South

Hunatmar Drive Arterial Access 1 Terry Fox Drive Huntmar Drive Arterial Access 1 Terry Fox Drive ↱ 62 188 122 ↱ 287 000 ↱ 0 15033 ↱ 50 229 422 160 98 150 500 322 ↱ 155 0 0 0 ↱ 0 71 0 148 ↱ 164 666 1066 241 ↱ 150 ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↲ ↓ ↳ ↑ 382 ↲ ↓ ↳ 714 ↲ ↓ ↳ 563 ↲ ↓ ↳ 267 ↲ ↓ ↳ 563 ↲ ↓ ↳ 1572 ↲ ↓ ↳ 1444 ↲ ↓ ↳ 678 ↰ ↰ ↰ ↰ 1 ↰ 164 2 ↰ 8 3 ↰ 19 4 73 1 ↰ 255 2 33 3 71 4 193

114 ↳ 2013 0 ↳ 2013 16 ↳ 2013 568 ↳ 2013 75 ↳ 2012 0 ↳ 2013 42 ↳ 2013 480 ↳ 2013

785 ↓ ↰ ↑ ↱ 1140 ↓ ↰ ↑ ↱ 1445 ↓ ↰ ↑ ↱ 634 ↓ ↰ ↑ ↱ 451 ↓ ↰ ↑ ↱ 840 ↓ ↰ ↑ ↱ 1151 ↓ ↰ ↑ ↱ 486 ↓ ↰ ↑ ↱ ↲ ↲ ↲ ↲ ↲ ↲ 49 ↲ 27 423 264 29 ↲ 115 0 32 37 142 0 70 230 210 970 143 25 39 317 185 116 62 0 17 146 79 0 39 313 368 401 115

Iber Road Iber Road ↱ 0282 ↱ 7 0987 4 ↑ ↲ ↓ ↳ ↑ 0 ↲ ↓ ↳ 0 ↰ 5 ↰ 0 Intersection 1 5 0 Intersection 1 ↳ 0 ↳ 0 ↓ 0 ↓ ↰ ↑ ↱ 0 ↰ ↑ ↱ ↲ 0 ↲ 0940 0 0550 ↱ 016 ↱ 46 048 29 ↑ ↲↳ ↑ 10 ↲↳ 5

6 Intersection 2 6 Intersection 2

0 ↳ 0 ↳

3 ↓ 10 ↓

Stantec Consulting Ltd. FIGURE: 13

1331 Clyde Avenue TITLE: 2020 Total Future Traffic Volumes

ON, Canada K2C 3G4

Tel: (613) 722‐4420 CLIENT: Richcraft Homes

www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

3.7 2025 ULTIMATE CONDITIONS

The City of Ottawa’s TIA Guidelines require an assessment of transportation conditions five years beyond the anticipated build-out horizon of a given development. Ultimate future conditions for the 2025 horizon were examined to determine if other improvements may be required due to completion of the subject development as well as due to growth in background traffic volumes.

Traffic volumes for the 2025 horizon are derived by adding anticipated growth that may occur between the build-out horizon (i.e. 2020) and the ultimate horizon. This growth includes a 2 percent annual rate of background growth as well as the traffic generated by the ongoing development of the surrounding Fernbank CDP lands.

It was assumed that by 2025 the Kanata North-South arterial will be built to its ultimate configuration, providing four lanes of travel between Fernbank Road and Palladium Drive.

In order to model future traffic patterns in the 2025 ultimate horizon it was necessary to redistribute existing traffic patterns to reflect the anticipated construction of the new Kanata North-South Arterial identified in the Fernbank CDP TMP. The redistribution recognizes the existing and predicted capacity constraints at the study area intersections. The additional network capacity created by the construction of the new Kanata North-South Arterial will provide some relief to physically constrained intersections such as Terry fox Drive / Hazeldean Road.

Figure 14 illustrates 2025 ultimate traffic volume at the study area intersections.

An assessment of 2025 ultimate traffic conditions is outlined in Section 4.4.

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Kanata North‐South Kanata North‐South

Huntmar Drive Arterial Access 1 Terry Fox Drive Huntmar Drive Arterial Access 1 Terry Fox Drive

150 212 62 ↱ 43 119 138 50 ↱ 191 15 0 33 ↱ 50 39 474 174 ↱ 107 401 566 76 ↱ 21 340 509 196 ↱ 106 71 0 148 ↱ 164 116 1213 262 ↱ 164 ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↲ ↓ ↳ ↑ 536 ↲ ↓ ↳ 423 ↲ ↓ ↳ 420 ↲ ↓ ↳ 298 ↲ ↓ ↳ 617 ↲ ↓ ↳ 1036 ↲ ↓ ↳ 1032 ↲ ↓ ↳ 770 ↰ ↰ ↰ 1 ↰ 174 2 ↰ 24 3 ↰ 10 4 ↰ 84 1 ↰ 263 901 1380 2 89 3 39 4 231

325 ↳ 2013 286 ↳ 2013 16 ↳ 2013 100 ↳ 2013 256 ↳ 2013 249 ↳ 2013 42 ↳ 2013 82 ↳ 2013

855 ↓ ↰ ↑ ↱ 902 ↓ ↰ ↑ ↱ 1122 ↓ ↰ ↑ ↱ 720 ↓ ↰ ↑ ↱ 493 ↓ ↰ ↑ ↱ 506 ↓ ↰ ↑ ↱ 1025 ↓ ↰ ↑ ↱ 545 ↓ ↰ ↑ ↱ ↲ ↲ ↲ ↲ ↲ ↲ 53 ↲ 30 481 274 2 ↲ 7 483 87 52 197 0 38 251 229 1104 185 27 42 358 192 7 4 283 49 202 109 0 21 341 402 467 145

Iber Road Iber Road ↱ 0305 ↱ 18 0 110 19 11 ↑ ↲ ↓ ↳ ↑ 0 ↲ ↓ ↳ 0 ↰ 5 ↰ 0 Intersection 1 5 0 Intersection 1 ↳ 0 ↳ 2013 0 2013 ↓ 0 ↓ ↰ ↑ ↱ 0 ↰ ↑ ↱ ↲ 0 ↲ 0 108 0 0 0610 ↱ 017 ↱ 55 020 56 ↑ ↲↳ ↑ 13 ↲↳ 10

6 Intersection 2 6 Intersection 2

0 ↳ 2013 0 ↳ 2013

4 ↓ 10 ↓

Stantec Consulting Ltd. FIGURE: 14 1331 Clyde Avenue TITLE: 2025 Ultimate Traffic Volumes ON, Canada K2C 3G4 Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

4.0 TRANSPORTATION ASSESSMENT

4.1 2013 EXISTING CONDITIONS

An assessment of the study area intersections was undertaken to determine the operational characteristics of these intersections. Intersection operations were analyzed using the methodologies of the Highway Capacity Manual, 2000 edition (HCM 2000) and facilitated using the Synchro 8.0™ software package.

Signal timings for the three existing intersections were obtained from the City of Ottawa. Signal timing offsets between intersections was also included in the assessment to reflect the signal timing coordination along the corridor.

4.1.1 Intersection Operations

Table 8 provides a summary of 2013 existing intersection operations.

Under existing conditions, the southbound through movement at the Terry Fox Drive / Hazeldean Road intersection operates at capacity. Despite this, the overall intersection operates within City of Ottawa permissible thresholds.

No improvements are required at the study area intersections under 2013 existing conditions.

Appendix E contains detailed intersection operation summaries.

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Table 8 2013 Existing Intersection Operations AM Peak Hour PM Peak Hour Signalized Intersection Approach/Movement LOS V/C Q1 (m) LOS V/C Q1 (m) Left A 0.41 19.8 A 0.38 15.6 EB Through / Right A 0.59 88.3 A 0.42 57.9 Left A 0.58 28.2 B 0.63 41.8 WB Through A 0.26 57.8 A 0.43 83.0 Right A 0.03 7.2 A 0.01 m0.0 Hazeldean Road at Left A 0.06 10.0 D 0.82 #22.0 Huntmar Drive / Iber NB Through A 0.17 28.2 A 0.15 29.8 Road Right A 0.16 16.2 A 0.11 13.3 Left A 0.13 17.2 A 0.16 23.1 SB Through A 0.14 24.0 A 0.25 44.5 Right A 0.04 0.0 A 0.09 13.8 Overall Intersection A 0.41 - A 0.41 - Left A 0.25 m8.3 A 0.44 22.2 EB Through B 0.61 153.2 A 0.47 110.5 Through A 0.28 65.0 B 0.70 m123.7 Hazeldean Road at WB Lowe’s Commercial Right A 0.04 m8.2 A 0.12 m4.6 Access / Access 1 Left A 0.05 7.2 A 0.23 25.6 SB Right A 0.01 4.5 A 0.11 16.8 Overall Intersection A 0.49 - A 0.58 - Left C 0.80 73.8 D 0.88 #74.4 EB Through A 0.60 44.6 A 0.44 64.5 Right A 0.14 19.3 A 0.20 53.2 Left A 0.32 12.9 A 0.51 27.8

WB Through A 0.54 37.2 C 0.76 80.8

Right A 0.06 0.8 A 0.09 13.9

A 0.56 31.9 C 0.73 #60.7 Left NB Through C 0.71 #125.2 A 0.33 51.3

Hazeldean Road at Terry Right A 0.07 3.9 A 0.06 3.0 Fox Drive Left A 0.49 25.6 B 0.62 38.8 SB Through A 0.33 49.7 F 1.04 #187.6 Right A 0.14 17.3 D 0.86 #147.3 Overall Intersection C 0.72 - D 0.88 - 1 95th Percentile Queue (m) # - 95th percentile volume exceeds capacity, queue may be longer m – volume for 95th percentile queue is metered by upstream signal V/C – represents the anticipated volume divided by the predicted capacity

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4.2 2020 FUTURE BACKGROUND CONDITIONS

Future background conditions for the 2020 horizon were assessed to determine transportation improvements that may be required to address growth in traffic exclusive from improvements that may be required to accommodate traffic generated by the proposed development.

The 2% background growth assumptions and traffic assignment outlined in Section 3.4 were applied to existing traffic volumes to predict future background traffic volumes.

4.2.1 Intersection Operations

Table 9 summarizes the operational characteristics of the study area intersections under 2020 future background conditions.

Under 2020 future background conditions the intersection of Terry Fox Drive / Hazeldean Road is expected to operate at capacity, with the critical movements being the southbound through, southbound right, eastbound left, and westbound left. While this intersection is anticipated to operate at capacity under 2020 future background conditions, once the planned Kanata North-South Arterial is constructed it will draw traffic from the network and thus alleviating some of the constraints at the Terry Fox Drive / Hazeldean Road intersection.

No improvements are required at the study area intersections under 2020 future background conditions.

Figure 15 illustrates the recommended intersection control and lane geometry required to accommodate 2020 future background traffic volumes.

Appendix E contains detailed intersection performance worksheets.

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Table 9 2020 Future Background Intersection Operations

AM Peak Hour PM Peak Hour Signalized Intersection Approach/Movement LOS V/C Q1 (m) LOS V/C Q1 (m) Left A 0.42 22.9 A 0.51 18.7 EB Through B 0.62 109.2 A 0.51 73.3 Left B 0.63 #34.4 C 0.76 #55.6 WB Through A 0.28 63.8 A 0.50 56.1 Right A 0.10 39.8 A 0.06 m2.8 Hazeldean Road at Left A 0.07 11.5 C 0.80 #31.3 Huntmar Drive / Iber NB Through B 0.70 #136.2 A 0.38 81.9 Road Right A 0.17 21.5 A 0.12 16.8 Left A 0.49 36.9 B 0.50 68.5 SB Through A 0.31 54.2 C 0.74 #185.4 Right A 0.04 0.0 A 0.10 17.7 Overall Intersection B 0.65 - B 0.67 - Through A 0.51 26.1 A 0.29 27.1 EB Right A 0.02 m0.1 A 0.08 1.7 Left A 0.03 m0.5 A 0.07 m0.1 Hazeldean Road at New WB A 0.27 6.8 B 0.62 3.2 Kanata N-S Arterial Through Left A 0.31 43.2 A 0.23 30.2 NB Right A 0.02 9.1 A 0.01 7.4 Overall Intersection A 0.46 - A 0.54 - Left A 0.24 m7.9 A 0.53 #24.7 EB Through B 0.65 168.2 A 0.49 85.9 Through A 0.30 77.4 C 0.73 m55.1 Hazeldean Road at WB Lowe’s Commercial Right A 0.03 m8.3 A 0.11 m0.0 Access / Access 1 Left A 0.04 7.5 A 0.22 27.0 SB Right A 0.01 4.9 A 0.10 18.9 Overall Intersection A 0.53 - B 0.61 - Left D 0.82 #91.0 E 1.00 #105.0 EB Through B 0.65 60.5 A 0.47 82.6 Right A 0.15 m13.8 A 0.28 51.2

Left A 0.36 16.1 F 1.01 #54.6

WB Through A 0.55 43.8 E 0.91 #132.3

A 0.06 5.3 A 0.10 10.6 Right Left A 0.57 37.1 E 0.95 #88.9

Hazeldean Road at Terry NB Through D 0.85 #194.8 A 0.36 59.0 Fox Drive Right A 0.09 14.4 A 0.07 0.3 Left A 0.50 30.0 B 0.67 46.5 SB Through A 0.39 65.2 E 0.98 #208.3

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Right A 0.14 26.6 E 0.96 #219.8 Overall Intersection C 0.80 - E 0.96 - 1 95th Percentile Queue (m) # - 95th percentile volume exceeds capacity, queue may be longer m – volume for the 95th percentile queue is metered by upstream signal V/C – represents the anticipated volume divided by the predicted capacity

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Arterial

Hazeldean Road

Iber Road

Intersection 1

Intersection 2

Stantec Consulting Ltd. FIGURE NO.: 15 1331 Clyde Avenue, Suite 400 TITLE: 2020 Future Background Intersection ON, Canada K2C 3G4 Control and Lane Geometry Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

4.3 2020 TOTAL FUTURE CONDITIONS

Total future conditions are assessed to determine transportation improvements that may be required to accommodate traffic generated by the proposed development.

The site trip assumptions and site traffic assignment outlined in Section 3.5 were applied to 2020 future background traffic volumes to predict total future traffic volumes for the 2020 horizon.

4.3.1 Intersection Operations

Table 10 and Table 11 summarize the operational characteristics of the study area under 2020 total future conditions.

Consistent with the 2020 future background horizon, under 2020 total future conditions the intersection of Terry Fox Drive / Hazeldean Road is expected to continue to operate at capacity. However, the decrease in intersection performance between the 2020 future background horizon and the 2020 total future horizon is negligible, therefore it can be concluded that root cause of the intersection failure is not directly related to the proposed Richcraft development. The Kanata North-South Arterial is scheduled to extend to Palladium Drive in Phase 3 of the City of Ottawa’s Transportation Master Plan. This arterial extension will provide additional north-south capacity and draw traffic away from the Terry Fox Drive / Hazeldean Road intersection and reduce operational issues at the intersection. Based on the future planned extension of the Kanata North-South Arterial no further improvements are recommended at the Terry Fox Drive / Hazeldean Road intersection under 2020 total future conditions.

Consistent with the Fernbank CDP the northern internal intersection, termed Intersection 1, is planned to be designed and constructed as a roundabout. The analysis shows that this intersection will function adequately as a single lane roundabout.

No improvements are required at the study area intersections under 2020 total future conditions.

Figure 16 illustrates the recommended intersection control and lane geometry recommended to accommodate 2020 total future traffic volumes.

Appendix E contains detailed intersection performance worksheets.

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Table 10 2020 Total Future Intersection Operations for Signalized Intersections

AM Peak Hour PM Peak Hour Signalized Intersection Approach/Movement LOS V/C Q1 (m) LOS V/C Q1 (m) Left A 0.55 #25,2 A 0.57 18.8 EB Through B 0.69 118.8 A 0.51 75.3 Left A 0.58 31.2 C 0.79 m#58.2 WB Through A 0.30 35.8 A 0.50 70.4 Right A 0.25 21.5 A 0.10 m15.9 Hazeldean Road at Left A 0.07 10.8 A 0.15 14.1 Huntmar Drive / Iber NB Through B 0.63 124.7 A 0.39 80.5 Road Right A 0.23 33.3 A 0.12 16.6 Left A 0.54 #48.4 C 0.79 #137.5 SB Through A 0.28 51.0 B 0.61 143.0 Right A 0.04 4.6 A 0.10 14.7 Overall Intersection B 0.65 - C 0.71 - Through A 0.55 31.8 A 0.39 m59.4 EB Right A 0.02 m0.3 A 0.08 m4.8 Left A 0.44 m5.5 A 0.50 m9.5 Hazeldean Road at New WB A 0.30 25.3 B 0.64 m240.8 Kanata N-S Arterial Through Left A 0.37 43.9 A 0.23 28.9 NB Right A 0.02 9.8 A 0.01 7.6 Overall Intersection A 0.52 - B 0.61 - Left B 0.67 m8.4 C 0.75 #31.5 EB Through D 0.83 #218.1 C 0.75 186.3 Right A 0.02 m0.0 A 0.10 17.8 Left C 0.79 m11.5 B 0.66 m18.2 A 0.32 D 0.88 m66.0 Hazeldean Road at WB Through 21.5 Lowe’s Commercial Right A 0.03 m0.0 A 0.11 m0.1 Access / Access 1 Left A 0.52 #64.8 A 0.48 29.3 NB Through / Right A 0.05 0.0 A 0.03 0.0 Left A 0.46 9.7 A 0.28 #34.0 SB Through / Right A 0.01 0.0 A 0.05 0.0 Overall Intersection C 0.74 - C 0.72 -

Left E 0.97 m#107.5 F 1.05 #110.9 EB Through B 0.66 m59.9 A 0.55 88.6

A 0.15 m14.8 A 0.30 m81.6 Right

Left A 0.53 17.1 B 0.64 39.1

WB Through A 0.53 44.0 E 0.93 #141.8 Hazeldean Road at Terry Fox Drive Right A 0.06 0.0 A 0.10 23.0

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Left A 0.57 37.1 E 0.97 #88.8 NB Through D 0.83 #179.2 A 0.37 59.7 Right A 0.09 5.3 A 0.08 11.2 Left A 0.51 31.0 B 0.67 46.5 SB Through A 0.38 64.0 E 0.99 #211.5 Right A 0.15 26.6 F 1.02 #235.9 Overall Intersection D 0.83 - E 0.99 - 1 95th Percentile Queue (m) # - 95th percentile volume exceeds capacity, queue may be longer m – Volume for 95th percentile queue is metered by upstream signal V/C – represents the anticipated volume divided by the predicted capacity

Table 11 2020 Total Future Intersection Operations for Unsignalized Intersections

Unsignalized AM Peak Hour PM Peak Hour Approach/Movement Intersection LOS Delay (s) LOS Delay (s) Roundabout Intersection

EB Left / Through / Right A 0.0 A 0.0 WB Left /Through / Right A 3.6 A 3.4 Intersection 1 NB Left /Through / Right A 4.0 A 3.7 SB Left /Through / Right A 3.5 A 4.1 Overall Intersection A 3.8 A 3.9 Stop Controlled Intersection

EB Left / Through / Right A 7.2 A 7.1 WB Left /Through / Right A 6.6 A 6.7 Intersection 2 NB Left /Through / Right A 7.4 A 7.5 Overall Intersection A 7.3 A 7.1

ml w:\active\163600914_590fernbank_tia\traffic\report\final\590 hazeldean tis - final.docx 4.40 Huntmar Drive Kanata North‐South Lowe's Access Terry Fox Drive

Arterial

Hazeldean Road

Iber Road

Intersection 1

Intersection 2

Stantec Consulting Ltd. FIGURE NO.: 16 1331 Clyde Avenue, Suite 400 TITLE: 2020 Total Future Intersection ON, Canada K2C 3G4 Control and Lane Geometry Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

4.4 2025 ULTIMATE CONDITIONS

The City of Ottawa’s TIA Guidelines require an assessment of transportation conditions five years beyond the anticipated build-out horizon of a given development. Ultimate future conditions for the 2025 horizon were examined to determine if other improvements may be required due to growth in background traffic volumes.

The site trip assumptions and site traffic assignment outlined in Section 3.5 were applied to total future traffic volumes to predict 2025 ultimate traffic conditions.

4.4.1 Intersection Operations

Table 12 and Table 13 summarize the operational characteristics of the study area intersections under 2025 ultimate conditions.

The Terry Fox Drive / Hazeldean Road intersection is expected to operate at capacity during the PM peak hour with the critical movements being the westbound left and southbound through. Despite this, no further improvements are recommended at this location for the following reasons:

 The new Kanata North-South arterial is forecasted to have sufficient residual capacity to serve as an alternative route for traffic experiencing congestion at the Terry Fox Drive / Hazeldean Road intersection;

 Forecasted traffic volumes are made up of the following components: existing traffic volumes, background growth forecasts and site traffic generation. While the background growth forecasts and site traffic volumes reflect the City’s target transit mode shares, the “existing traffic volumes” component of the traffic forecasts were not adjusted to reflect a higher future transit mode share. As such, the forecasted traffic volumes at the Terry Fox Drive / Hazeldean Road intersection are considered to be conservatively high.

 The intersection configuration is maximized and there is no physical space remaining to improve the intersection. The intersection currently includes dual left turn lanes, two through lanes, and exclusive right turn lanes on all approaches.

 As part of Phase 2 (2016-2022) of the City of Ottawa’s Transportation Master Plan (2008), Hope Side Road is scheduled to be widened to four lanes between Richmond Road and Eagleson Road as well as be extended to Highway 416. This new roadway will provide additional east/west capacity to the area which will draw trips from the existing roadway network and alleviate some of the capacity constraints forecasted at the Terry Fox Drive / Hazeldean Road intersection.

The Hazeldean Road / Kanata North-South Arterial intersections should be constructed to feature dual eastbound left turn lanes based on anticipated traffic demands and intersection operations. Despite this the westbound through movement is expected to operate at capacity. As noted above, however, the planned Hope Side Road extension / widening will provide additional east / west capacity for the

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Fernbank Community which will alleviate some of the traffic volumes that will be experienced along Hazeldean Road.

Consistent with the Fernbank CDP the northern internal intersection, termed Intersection 1, is planned to be designed and constructed as a roundabout. The analysis shows that this intersection will function adequately as a single lane roundabout.

No other improvements are required at the study area intersections under 2025 ultimate conditions.

Figure 17 illustrates the recommended intersection control and lane geometry recommended to accommodate 2025 ultimate traffic volumes.

Appendix E contains detailed intersection operation summaries.

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Table 12 2025 Ultimate Intersection Operations for Signalized Intersections

AM Peak Hour PM Peak Hour Signalized Intersection Approach/Movement LOS V/C Q1 (m) LOS V/C Q1 (m) Left C 0.74 #59.0 B 0.69 49.0 EB Through C 0.76 #134.6 A 0.54 82.9 Left B 0.61 34.6 B 0.70 m35.9 WB Through A 0.51 45.2 B 0.64 m97.5 Right A 0.03 0.9 A 0.01 m0.0 Hazeldean Road at Left A 0.08 11.8 A 0.22 17.0 Huntmar Drive / Iber NB Through C 0.72 #157.3 A 0.46 97.6 Road Right A 0.18 24.0 A 0.13 17.7 Left A 0.34 25.0 A 0.22 25.1 SB Through A 0.32 57.4 C 0.73 #180.8 Right A 0.10 16.5 A 0.28 34.8 Overall Intersection C 0.77 - B 0.69 - Left B 0.70 m46.9 C 0.78 #58.3 EB Through C 0.72 63.0 A 0.45 87.5 Right A 0.00 m0.0 A 0.00 m0.0 Left A 0.52 m14.9 A 0.58 m29.3 WB Through A 0.46 58.4 E 0.95 #183.0 Right A 0.13 26.3 A 0.07 m5.0 Hazeldean Road at New A 0.58 6.9 A 0.36 5.2 Kanata N-S Arterial Left NB Through A 0.49 77.0 A 0.40 53.2 Right A 0.06 0.0 A 0.03 0.0 Left A 0.48 25.2 D 0.83 #95.5 SB Through A 0.12 22.4 A 0.44 82.1 Right A 0.08 0.0 A 0.27 47.3 Overall Intersection B 0.65 - C 0.78 - Left B 0.67 m7.5 A 0.53 m20.1 EB Through C 0.79 #103.0 B 0.67 130.4 Right A 0.03 m0.0 A 0.13 m28.8 Left D 0.83 m5.6 B 0.66 m11.8 A 0.30 B 0.69 m9.2 Hazeldean Road at WB Through 3.8 Lowe’s Commercial Right A 0.03 m0.1 A 0.11 m0.1 Access / Access 1 Left A 0.43 55.3 B 0.64 37.5 NB Through / Right A 0.03 0.0 A 0.01 0.0 Left A 0.46 9.7 A 0.21 31.7 SB Through / Right A 0.01 0.0 A 0.05 0.0 Overall Intersection B 0.66 - A 0.56 - EB Left A 0.51 m14.8 B 0.64 m#18.7

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Through D 0.87 #125.7 C 0.76 #104.5

Right A 0.17 m31.1 A 0.39 91.1

C 0.74 #23.0 E 0.97 #62.8 Left WB Through A 0.40 46.3 E 0.93 #154.8

Hazeldean Road at Terry Right A 0.07 7.2 A 0.14 26.3 Fox Drive Left B 0.64 41.3 E 0.92 #92.9 NB Through C 0.79 #176.0 A 0.36 63.7 Right A 0.15 22.1 A 0.10 17.0 Left B 0.69 #39.4 B 0.68 49.7 SB Through A 0.37 61.5 E 0.96 #232.4 Right A 0.03 0.0 A 0.08 10.3 Overall Intersection D 0.83 - E 0.99 - 1 95th Percentile Queue (m) # - 95th percentile volume exceeds capacity, queue may be longer m – volume for 95th percentile queue is metered by upstream signal V/C – represents the anticipated volume divided by the predicted capacity

Table 13 2025 Ultimate Future Intersection Operations for Unsignalized Intersections

Unsignalized AM Peak Hour PM Peak Hour Approach/Movement Intersection LOS Delay (s) LOS Delay (s) Roundabout Intersection

EB Left / Through / Right A 0.0 A 0.0 WB Left /Through / Right A 3.7 A 3.5 Intersection 1 NB Left /Through / Right A 4.1 A 3.8 SB Left /Through / Right A 3.5 A 4.2 Overall Intersection A 3.9 A 4.1 Stop Controlled Intersection

EB Left / Through / Right A 7.0 A 7.1 WB Left /Through / Right A 6.7 A 6.7 Intersection 2 SB Left /Through / Right A 7.4 A 7.4 Overall Intersection A 6.9 A 6.9

ml w:\active\163600914_590fernbank_tia\traffic\report\final\590 hazeldean tis - final.docx 4.45 Huntmar Drive Kanata North‐South Lowe's Access Terry Fox Drive

Arterial

Hazeldean Road

Iber Road

Intersection 1

Intersection 2

Stantec Consulting Ltd. FIGURE NO.: 17 1331 Clyde Avenue, Suite 400 TITLE: 2025 Ultimate Intersection Control ON, Canada K2C 3G4 and Lane Geometry Tel: (613) 722‐4420 CLIENT: Richcraft Homes www.stantec.com PROJECT: 590 Hazeldean Road 590 HAZELDEAN ROAD, OTTAWA, ON TRANSPORTATION IMPACT STUDY SEPTEMBER 2013

5.0 SUMMARY AND CONCLUSIONS

The Transportation Impact Study for Richcraft’s proposed development has found the following:

 Richcraft’s proposed development at 590 Hazeldean Road will feature approximately 745 residential units (comprised of 227 single family homes and 518 townhomes) and one mixed use commercial parcel. The final total number of units, however, is subject to change as each phase of development proceeds. Construction of the proposed development is anticipated to be completed by 2020.

 The development makes up roughly 7% of the future Fernbank Community and is expected to generate approximately 300 and 375 auto trips during the AM and PM peak hours, respectively.

 Transportation access to the development will be facilitated adjacent to the existing Hazeldean Road / Lowe’s Commercial Access. The new approach will form the south leg of the intersection.

 The Fernbank Community is expected to proceed at a rate of 500 units / year, starting in the year 2015 and commencing in 2034. With this absorption rate, it was determined that by 2020 the Fernbank Community will be approximately 25% built.

 Consistent with the City’s TMP it was assumed that by 2020 two lanes of the planned Kanata North-South Arterial will be constructed between Fernbank Road and Hazeldean Road.

 Under 2020 total future conditions the Terry Fox Drive / Hazeldean Road intersection is expected to operate at capacity. However, based on the planned extension of the Kanata North-South Arterial to Palladium Drive no improvements are recommended under 2020 total future conditions.

 Consistent with the City’s TMP it was assumed that by 2025 the Kanata North-South Arterial will be built to its ultimate configuration, providing four lanes of travel between Fernbank Road and Palladium Drive.

 By 2025 ultimate conditions the Terry Fox Drive / Hazeldean Road intersection is expected to operate at capacity. No further improvements are recommended for the following reasons:

o The new Kanata North-South arterial is forecasted to have sufficient residual capacity to serve as an alternative route for traffic experiencing congestion at the Terry Fox Drive / Hazeldean Road intersection;

o Forecasted traffic volumes are made up of the following components: existing traffic volumes, background growth forecasts and site traffic generation. While the background growth forecasts and site traffic volumes reflect the City’s target transit mode shares, the “existing traffic volumes” component of the traffic forecasts were not adjusted to reflect a higher future transit mode share. As such, the forecasted traffic volumes at the Terry Fox Drive / Hazeldean Road intersection are considered to be conservatively high.

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o The intersection configuration is maximized and there is no physical space remaining to improve the intersection. The intersection currently includes dual left turn lanes, two through lanes, and exclusive right turn lanes on all approaches.

o As part of Phase 2 (2016-2022) of the City of Ottawa’s Transportation Master Plan (2008), Hope Side Road is scheduled to be widened to four lanes between Richmond Road and Eagleson Road as well as be extended to Highway 416. This new roadway will provide additional east/west capacity to the area which will draw trips from the existing roadway network and alleviate some of the capacity constraints forecasted at the Terry Fox Drive / Hazeldean Road intersection.

 The Hazeldean Road / Kanata North-South Arterial intersections should be constructed to feature dual eastbound left turn lanes based on anticipated traffic demands and intersection operations. Despite this the westbound through movement is expected to operate at capacity. As noted above, however, the planned Hope Side Road extension / widening will provide additional east / west capacity for the Fernbank Community which will alleviate some of the traffic volumes that will be experienced along Hazeldean Road.

 Within the proposed development there are several intersections proposed along the internal minor collector. Two of the internal intersections are planned as roundabouts and are expected to function adequately as single lane roundabouts. The other intersections along the collector will function acceptably under stop control.

Based on the transportation evaluation and the impacts that have been anticipated in this study, Richcraft’s proposed development should be permitted to proceed.

*****

STANTEC CONSULTING LTD.

Robert Vastag, MCIP, RPP Lauren Mercer, B.A.Sc Project Manager, Senior Transportation Planner Transportation Engineering Intern

ml w:\active\163600914_590fernbank_tia\traffic\report\final\590 hazeldean tis - final.docx 5.48 Appendix A: Traffic Data

Appendix A-1: Traffic Data – Historic Counts

Appendix A-2: Traffic Data – Existing Counts

Stantec

, ,

Turn Count Summary

Location: Grand Crossing, East entrance at Hazeldean, Ottawa, Ontaio GPS Coordinates: Date: 30/05/2013 Day of week: Thursday Intersection Peak Hour Weather: Analyst: Matthew Mantle Total vehicle traffic SouthBound Westbound Northbound Eastbound 07:15 - 08:15 Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 100001022200062780418 07:15 8060942100053020436 07:30 2020112900013140440 07:45 80201421100073020472 08:00 150501361100033180488 SouthBound Westbound Northbound Eastbound 08:15 50401251500032570409 Total 08:30 410501381500012410441 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 08:45 12 0 7 0 170 21 0 0 0 10 247 0 467 Vehicle Total 33 0 15 0 484 52 0 0 0 16 1236 0 1836 09:00 0000000000000 Factor 0.55 0.00 0.62 0.00 0.85 0.62 0.00 0.00 0.00 0.57 0.97 0.00 0.94 Car traffic Approach factor 0.60 0.88 0.00 0.98 SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 10000952100062650397 07:15 8060872000052780404 07:30 102099900013020414 07:45 80201401000072930460 08:00 140501231000023030457 08:15 50301171400032420384 08:30 410501321500012280422 Peak Hour Vehicle Summary 08:45 12 0 7 0 160 19 0 0 0 10 230 0 438 09:00 0000000000000 SouthBound Westbound Northbound Eastbound Vehicle Total Truck traffic Left Thru Right Left Thru Right Left Thru Right Left Thru Right SouthBound Westbound Northbound Eastbound Interval starts Total Car 31 0 15 0 449 49 0 0 0 15 1176 0 1735 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 000070000010017 Truck 2000341000154092 07:15 000060000023029 07:30 1000130000011025 Bicycle 0000120000609 07:45 00002100007010 08:00 1000130000113028 08:15 001071000011020 08:30 00006000008014 08:45 0000102000017029 09:00 0000000000000 Bicycle traffic Peak Hour Pedestrians SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 0000010000304 NE NW SW SE Total 07:15 0000110000103 Left Right Total Left Right Total Left Right Total Left Right Total 07:30 0000000000101 07:45 0000000000202 Pedestrians 0222021010005 08:00 0000010000203 08:15 0000100000405 08:30 0000000000505 08:45 0000000000000 09:00 0000000000000

Pedestrian volumes

NE NW SW SE Interval starts Total Left Right Total Left Right Total Left Right Total Left Right Total 07:00 0112020000003 07:15 0002021010003 07:30 0220000000002 07:45 0000000000000 08:00 0000000000000 08:15 0111010000002 08:30 0001010000001 08:45 0001010000001 09:00 0000000000000 Stantec Intersection Peak Hour , ,

Turn Count Summary Location: Grand Crossing, East entrance at Hazeldean, Ottawa, Ontaio

GPS Coordinates: Location: Grand Crossing, East entrance at Hazeldean, Ottawa, Ontaio Date: 30/05/2013 GPS Coordinates: Date: 30/05/2013 Day of week: Thursday Day of week: Thursday Weather: Weather: Analyst: Matthew Mantle Analyst: Matthew Mantle Total vehicle traffic

SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 31 0 16 0 244 49 0 0 0 16 219 0 575 16:00 42 0 19 0 258 38 0 0 0 10 206 0 573 16:15 59 0 20 0 283 47 0 0 0 13 211 0 633 16:30 4201902963500062160614 16:45 3301303202500072600658 15 33 17:00 4501803114400062320656 17:15 31 0 18 0 306 50 0 0 0 11 239 0 655 17:30 40 0 22 0 298 47 0 0 0 18 259 0 684 17:45 0000010000001

Car traffic

SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 31 0 16 0 233 48 0 0 0 16 213 0 557 16:00 42 0 18 0 251 38 0 0 0 10 202 0 561 16:15 58 0 20 0 275 47 0 0 0 13 198 0 611 16:30 4201902913500062100603 16 52 16:45 3301303122500072500640 17:00 4501803044300062280644 17:15 31 0 18 0 302 50 0 0 0 11 234 0 646 17:30 39 0 22 0 290 47 0 0 0 18 257 0 673 17:45 0000010000001 1236 484 Truck traffic SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 00009100005015 16:00 00107000004012 16:15 100080000012021 16:30 0000400000509 16:45 00007000009016 17:00 0000300000407 17:15 0000400000509 17:30 0000500000207 17:45 0000000000000

Bicycle traffic

SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 0000200000103 16:00 0000000000000 16:15 0000000000101 16:30 0000100000102 16:45 0000100000102 17:00 0000410000005 Intersection Peak Hour 17:15 0000000000000 17:30 1000300000004 17:45 0000000000000 07:15 - 08:15 Pedestrian volumes NE NW SW SE Interval starts Total Left Right Total Left Right Total Left Right Total Left Right Total 15:45 0000110000001 SouthBound Westbound Northbound Eastbound 16:00 0114370000008 Total 16:15 0112022020005 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:30 0110000000001 Vehicle Total 33 0 15 0 484 52 0 0 0 16 1236 0 1836 16:45 0001011010002 17:00 0110000000001 Factor 0.55 0.00 0.62 0.00 0.85 0.62 0.00 0.00 0.00 0.57 0.97 0.00 0.94 17:15 0220441010007 17:30 0221010000003 Approach factor 0.60 0.88 0.00 0.98 17:45 0000000000000 Intersection Peak Hour

Location: Grand Crossing, East entrance at Hazeldean, Ottawa, Ontaio GPS Coordinates: Date: 30/05/2013 Intersection Peak Hour Day of week: Thursday Weather: Analyst: Matthew Mantle 16:45 - 17:45

SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 71 149 Vehicle Total 149 0 71 0 1235 166 0 0 0 42 990 0 2653 Factor 0.83 0.00 0.81 0.00 0.96 0.83 0.00 0.00 0.00 0.58 0.95 0.00 0.97 Approach factor 0.87 0.98 0.00 0.93

42 166 Peak Hour Vehicle Summary

SouthBound Westbound Northbound Eastbound Vehicle Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 990 1235 Car 148 0 71 0 1208 165 0 0 0 42 969 0 2603 Truck 0000190000020039 Bicycle 10008100001011

Peak Hour Pedestrians

NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 05524620200013 Intersection Peak Hour

16:45 - 17:45

SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 149 0 71 0 1235 166 0 0 0 42 990 0 2653 Factor 0.83 0.00 0.81 0.00 0.96 0.83 0.00 0.00 0.00 0.58 0.95 0.00 0.97 Approach factor 0.87 0.98 0.00 0.93 Terry Fox Drive and Hazeldean Road

Totalvehicletraffic Bicycletraffic

Interval Southbound Westbound Northbound Eastbound Interval Southbound Westbound Northbound Eastbound Total Total starts Left Thru Right Left Thru Right Left Thru Right Left Thru Right starts Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 23 81 22 14 48 13 0 0 0 0 0 0 201 7:000300000000003 7:15 30 65 36 16 36 17 0 0 0 0 0 0 200 7:150101100000003 7:30 30 69 50 13 56 17 0 0 0 0 0 0 235 7:300000000000000 7:45 34 79 45 10 64 25 0 0 0 0 0 0 258 7:451000000000001 8:00 34 91 33 12 51 26 0 0 0 0 0 0 247 8:000000000000000 8:15 45 88 55 18 49 16 0 0 0 0 0 0 271 8:150001000000001 8:30 28 92 59 17 54 19 0 0 0 0 0 0 269 8:300010000000001 8:45 22 83 44 27 59 22 0 0 0 0 0 0 257 8:450000010000001 9:000000000000000 9:000000000000000

Cartraffic Pedestrianvolumes

Interval Southbound Westbound Northbound Eastbound Interval NE NW SW SE Total Total starts Left Thru Right Left Thru Right Left Thru Right Left Thru Right starts Left Right Total Left Right Total Left Right Total Left Right Total 7:00 19 70 21 12 47 11 0 0 0 0 0 0 180 7:000001010000001 7:15 26 58 34 15 35 17 0 0 0 0 0 0 185 7:150000001010001 7:30 26 65 44 12 52 14 0 0 0 0 0 0 213 7:300000000000000 7:45 32 77 45 10 62 23 0 0 0 0 0 0 249 7:450110000000001 8:00 34 87 31 10 50 21 0 0 0 0 0 0 233 8:000000000000000 8:15 43 82 55 17 47 15 0 0 0 0 0 0 259 8:150000 0000000 8:30 24 80 53 15 52 18 0 0 0 0 0 0 242 8:300001011010002 8:45 20 78 39 24 58 17 0 0 0 0 0 0 236 8:450000000000000 9:000000000000000 9:000000000000000

Trucktraffic IntersectionPeakHour

Interval Southbound Westbound Northbound Eastbound Southbound Westbound Northbound Eastbound Total Total starts Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:0048121200000018 Vehicle Total57218860100001413501921045 7:1546200000000012 Factor0.790.850.8300.2500000.780.95 0.81 0.91 7:3044614300000022 Approach 7:451200220000007 Factor 0.91 0.25 0 0.91 8:0004221500000014 8:1526002100000011 8:30412522100000026 PeakHourVehicleSummary 8:4525531400000020 Southbound Westbound Northbound Eastbound 9:000000000000000 Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 133 326 184 52 211 77 0 0 0 0 0 0 983 Truck724747900000058 Bicycle1011000000003

PeakHourPedestrians

NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestria ns0111011010003 Stantec

Ottawa, ,

Turn Count Summary

Location: Terry Fox Drive at Hazeldean rosd, Ottawa, Ontario GPS Coordinates: N = 45.293567, W= -75.895183 Date: 2013-05-29 Day of week: Wednesday Intersection Peak Hour Weather: Analyst: Sarah Rogers Total vehicle traffic SouthBound Westbound Northbound Eastbound 07:45 - 08:45 Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 00000031121347714827438 07:15 000000301192411213132448 07:30 000000361312414913541516 07:45 000000542022513511555586 08:00 000000412032312112649563 SouthBound Westbound Northbound Eastbound 08:15 000000441862410613453547 Total 08:30 000001451922710112243531 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 08:45 00000056162309412949520 Vehicle Total 000001184783994634972002227 09:00 0000000001102 Factor 0.00 0.00 0.00 0.00 0.00 0.25 0.85 0.96 0.92 0.86 0.93 0.91 0.95 Car traffic Approach factor 0.00 0.25 0.95 0.95 SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 00000029118327414123417 07:15 000000271142310913029432 07:30 000000331302414312041491 07:45 000000502002313110951564 08:00 000000391972310911943530 08:15 000000411772410212952525 08:30 00000144189279811939517 Peak Hour Vehicle Summary 08:45 00000055155308912243494 09:00 0000000001102 SouthBound Westbound Northbound Eastbound Vehicle Total Truck traffic Left Thru Right Left Thru Right Left Thru Right Left Thru Right SouthBound Westbound Northbound Eastbound Interval starts Total Car 000001174763974404761852136 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 00000023236420 Truck 0000001016222201585 07:15 00000033131314 07:30 000000310515024 Bicycle 0000000401106 07:45 00000042246422 08:00 000000250127632 08:15 00000036044118 08:30 00000013023413 08:45 00000017057626 09:00 0000000000000 Bicycle traffic Peak Hour Pedestrians SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 0000000000101 NE NW SW SE Total 07:15 0000000200002 Left Right Total Left Right Total Left Right Total Left Right Total 07:30 0000000001001 07:45 0000000000000 Pedestrians 0000002240004 08:00 0000000100001 08:15 0000000300104 08:30 0000000001001 08:45 0000000000000 09:00 0000000000000

Pedestrian volumes

NE NW SW SE Interval starts Total Left Right Total Left Right Total Left Right Total Left Right Total 07:00 0000000001011 07:15 0000000000000 07:30 0000000000000 07:45 0000002130003 08:00 0000000110001 08:15 0000000000000 08:30 0000000000000 08:45 0000001011012 09:00 0000000330003 Stantec Intersection Peak Hour , ,

Turn Count Summary Location: Terry Fox Drive at Hazeldean rosd, Ottawa, Ontario

GPS Coordinates: N = 45.293567, W= -75.895183 Location: Terryfox at Hazeldean, Ottawa, Ontaio Date: 2013-05-29 GPS Coordinates: Date: 29/05/2013 Day of week: Wednesday Day of week: Wednesday Weather: cloudy Weather: Analyst: Matthew Mantle Analyst: Sarah Rogers Total vehicle traffic

SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 471291282312131000000479 16:00 422081211911834000100543 16:15 611601153012014000000500 16:30 452161322210447000000566 16:45 501921402514238000000587 000 17:00 552291563314928000000650 17:15 472201454012330000000605 17:30 592211074412036000000587 17:45 0010000000001

Car traffic

SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 461261252311630000000466 16:00 412031191911733000000532 16:15 581571153011514000000489 463 1 16:30 442141322210246000000560 16:45 481891392414137000000578 17:00 552271553214728000000644 17:15 472201423911928000000595 497 0 17:30 562201034411835000000576 17:45 0010000000001

Truck traffic

200 0 SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 13304100000012 16:00 14201100010010 16:15 23005000000010 16:30 1200210000006 16:45 2310110000008 17:00 0011200000004 17:15 0031320000009 17:30 3030210000009 17:45 0000000000000 184 783 99 Bicycle traffic SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 0000100000001 16:00 0100000000001 16:15 1000000000001 16:30 0000000000000 16:45 0001000000001 17:00 0200000000002 Intersection Peak Hour 17:15 0000100000001 17:30 0110000000002 17:45 0000000000000 07:45 - 08:45 Pedestrian volumes NE NW SW SE Interval starts Total Left Right Total Left Right Total Left Right Total Left Right Total 15:45 0220000000002 SouthBound Westbound Northbound Eastbound 16:00 43730300000010 Total 16:15 0110000000112 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:30 0111010000224 Vehicle Total 0 0 0 0 0 1 184 783 99 463 497 200 2227 16:45 1011010000002 17:00 0221010000447 Factor 0.00 0.00 0.00 0.00 0.00 0.25 0.85 0.96 0.92 0.86 0.93 0.91 0.95 17:15 1230000000003 17:30 1121010000003 Approach factor 0.00 0.25 0.95 0.95 17:45 0000000000000 Intersection Peak Hour

Location: Terryfox at Hazeldean, Ottawa, Ontaio GPS Coordinates: Date: 29/05/2013 Intersection Peak Hour Day of week: Wednesday Weather: cloudy Analyst: Matthew Mantle 16:45 - 17:45

SouthBound Westbound Northbound Eastbound Total 548 862 211 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 2118625481425341320000002429 Factor 0.89 0.94 0.88 0.81 0.90 0.87 0.00 0.00 0.00 0.00 0.00 0.00 0.93 Approach factor 0.92 0.96 0.00 0.00

0 132 Peak Hour Vehicle Summary 0 534 SouthBound Westbound Northbound Eastbound Vehicle Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 142 Car 2068565391395251280000002393 Truck 53828400000030 Bicycle 0311100000006

Peak Hour Pedestrians 000

NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 35830300004415 Intersection Peak Hour

16:45 - 17:45

SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 2118625481425341320000002429 Factor 0.89 0.94 0.88 0.81 0.90 0.87 0.00 0.00 0.00 0.00 0.00 0.00 0.93 Approach factor 0.92 0.96 0.00 0.00 , ,

Turn Count Summary

Location: at , GPS Coordinates: Date: 2013-05-29 Day of week: Wednesday Intersection Peak Hour Weather: Analyst: Total vehicle traffic SouthBound Westbound Northbound Eastbound 16:45 - 17:45 Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 00000061131137511864462 16:00 000000671271211010147464 16:15 00000081128178411851479 16:30 00000074178201067962519 16:45 00000075157189010150491 SouthBound Westbound Northbound Eastbound 17:00 00000093155221069970545 Total 17:15 0000008312427899562480 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 17:30 00000071175191169891570 Vehicle Total 000000322611864013932732086 17:45 0000000000448 Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.87 0.87 0.80 0.86 0.97 0.75 0.91 Car traffic Approach factor 0.00 0.00 0.94 0.87 SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 00000058125137211762447 16:00 00000065119121089645445 16:15 00000080127178211648470 16:30 00000072173201027761505 16:45 0000007115518889950481 17:00 00000091152221069770538 17:15 0000008312027889362473 Peak Hour Vehicle Summary 17:30 00000071173181139691562 17:45 0000000000448 SouthBound Westbound Northbound Eastbound Vehicle Total Truck traffic Left Thru Right Left Thru Right Left Thru Right Left Thru Right SouthBound Westbound Northbound Eastbound Interval starts Total Car 000000316600853953852732054 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 00000036031215 Truck 000000510167029 16:00 00000028025219 16:15 0000001102239 Bicycle 0000001100103 16:30 00000025042114 16:45 0000003202209 17:00 0000002300207 17:15 0000000401207 17:30 0000000113106 17:45 0000000000000 Bicycle traffic Peak Hour Pedestrians SouthBound Westbound Northbound Eastbound Interval starts Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 15:45 0000000000000 NE NW SW SE Total 16:00 0000000000000 Left Right Total Left Right Total Left Right Total Left Right Total 16:15 0000000000000 16:30 0000000000000 Pedestrians 000055561180824 16:45 0000001000001 17:00 0000000000000 17:15 0000000000000 17:30 0000000100102 17:45 0000000000000

Pedestrian volumes

NE NW SW SE Interval starts Total Left Right Total Left Right Total Left Right Total Left Right Total 15:45 0000000000000 16:00 0000110222025 16:15 0000111120003 16:30 0000000112023 16:45 0000330331017 17:00 0000004044048 17:15 0000221342028 17:30 0000000001011 17:45 0000000000000 Intersection Peak Hour

Location: at , GPS Coordinates: Date: 2013-05-29 Day of week: Wednesday Weather: Analyst:

000

401 0 393 0 273 0

322 611 86

Intersection Peak Hour

16:45 - 17:45

SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 0 0 0 322 611 86 401 393 273 2086 Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.87 0.87 0.80 0.86 0.97 0.75 0.91 Approach factor 0.00 0.00 0.94 0.87

Appendix B: Core Services Agreement from Novatech

CORE SERVICES AGREEMENT - SCHEDULE A-3

Fernbank CDP Site Statistic Summary ------CONSTRAINT AREAS ------NET AREA NET AREA MEDIUM REQ'D PARK GROSS HYDRO FLOODPLAIN/ OPEN NET AREA ROAD ARTERIAL TRANSIT/ LOW DENSITY HIGH DENSITY OVER/ PIN ADDRESS OWNER (% BY (% BY MAJOR PARKS SWM INST. COMM. MIXED ROADS DENSITY UNITS DEDICATION AREA (ha) EASEMENT RIPARIAN SPACE (ha) WIDENING ROAD PARAMEDIC RESIDENTIAL RESIDENTIAL UNDER TOTAL) LAND OWNERS) RESIDENTIAL (ha) 04450-1434 CRT Development Inc. 162.19 23.37 0.00 0.00 138.81 24.51% 25.47% 0.55 7.33 7.59 0.16 0.00 11.99 0.63 0.00 33.86 70.06 6.65 0.00 2154 7.193 0.14 04450-1461 04450-1462 5465 Fernbank Rd. 2129786 Ontario Ltd. 119.03 7.82 3.32 0.00 107.88 19.05% 19.80% 0.46 6.36 9.55 0.00 0.00 10.23 0.00 0.00 26.73 38.63 15.93 0.00 1801 6.003 0.36 04450-1464 04450-1420 04450-0183 5618 Hazeldean Rd. Kizell Management Corporation 95.31 3.49 1.52 0.00 90.30 15.95% 16.57% 0.36 4.68 4.50 6.20 2.48 9.05 0.61 9.39 16.00 16.26 15.73 5.04 1888 6.399 1.72 04450-1449 04450-1418 Abbott-Fernbank Holdings Inc. 67.28 4.62 0.00 0.00 62.66 11.07% 11.50% 0.29 1.08 1.09 4.88 2.76 4.82 0.00 5.55 15.00 23.46 3.72 0.00 1018 3.449 2.37 04450-1417 590 Hazeldean Rd. 2118352 Ontario Ltd. 50.89 1.82 2.41 0.00 46.65 8.24% 8.56% 0.20 8.99 0.00 0.00 0.00 2.39 0.00 4.13 10.77 15.35 4.81 0.00 805 2.725 6.26 04450-0187 570 Hazeldean Rd. Mattamy (Fernbank) Limited 36.18 1.54 3.12 0.03 31.50 5.56% 5.78% 0.00 1.07 2.94 0.00 0.00 0.53 0.00 0.00 8.89 12.02 6.05 0.00 615 2.050 0.98 04450-1469 04450-0535 6041 Fernbank Rd. 2087875 Ontario Ltd. 26.48 0.00 0.00 0.00 26.48 4.68% 4.86% 0.12 1.38 0.00 0.00 0.00 0.00 0.00 0.00 7.28 17.70 0.00 0.00 460 1.533 0.15 04450-0188 532 Hazeldean Rd. MVCA 21.37 0.00 19.84 0.03 1.51 0.27% 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.81 0.00 0.00 21 0.070 0.07 04450-0538 5969 Fernbank Rd. 1383341 Ontario Inc. 20.95 0.12 0.00 0.00 20.83 3.68% 3.82% 0.12 1.04 1.44 0.00 0.00 2.44 0.00 0.00 5.06 7.27 3.47 0.00 362 1.207 0.17 04450-1281 fronts on Terry Fox Dr. SPB Developments Inc. 13.69 0.67 1.59 0.15 11.28 1.99% 2.07% 0.00 0.88 0.68 0.00 0.00 0.00 0.00 0.00 3.20 6.10 0.42 0.00 180 0.600 0.28 04450-1448 560 Hazeldean Rd. Double Deck Golf Centre Ltd. 9.82 0.00 5.37 0.00 4.46 0.79% 0.07 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.70 2.39 0.00 0.00 114 0.393 0.39 04450-0670 fronts on Abbott St. City of Ottawa (Goulbourn TWP) 8.82 0.00 0.00 8.82 0.00 0.00% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0436 04450-0437 04450-0438 5357 Fernbank Rd. Kanata Shopping Centres Limited 8.60 0.00 0.01 0.00 8.60 1.52% 1.58% 0.13 0.00 1.52 0.00 0.00 0.00 6.60 0.00 0.35 0.00 0.00 0.00 0 0.172 0.17 04450-0439 04450-0441 04450-1297 04450-0445 1000 Terry Fox Dr. City of Ottawa (Trans Canada Trail) 4.40 0.00 0.00 4.40 0.00 0.00% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0198 5769 Fernbank Rd. R. & S. Stone 4.07 0.00 0.00 0.00 4.07 0.72% 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.22 2.74 0.00 0.00 71 0.237 0.24 04450-0201 5897 Fernbank Rd. D. & A. Jones 4.05 1.64 0.00 0.00 2.41 0.42% 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.54 1.74 0.00 0.00 45 0.150 0.15 04450-0527 5957 Fernbank Rd. D. Duncan, J. Richmond 2.57 0.00 0.00 0.00 2.57 0.45% 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.74 1.78 0.00 0.00 46 0.153 0.15 City of Ottawa (Abbott Street Extension) 2.52 0.12 0.00 1.56 0.83 0.15% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.83 0.00 0.00 0.00 0 0.000 0.00 04450-0431 fronts on Terry Fox Dr. HEPC of Ontario 2.42 2.42 0.00 0.00 0.00 0.00% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0388 04450-0748 04450-0418 141 Kincardine Dr. Claridge Homes Inc. 2.87 0.00 2.87 0.00 0.00 0.00% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0749 04450-0430 04450-0206 fronts on Fernbank Rd. Margard Builders ltd. 1.26 0.00 0.00 0.00 1.26 0.22% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.79 0.00 0.00 21 0.070 0.07 04450-0205 fronts on Fernbank Rd. Margard Builders ltd. 1.17 0.00 0.00 0.00 1.17 0.21% 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 0.83 0.00 0.00 22 0.073 0.07 04450-0449 538 Hazeldean Rd N.Craig/B.McGee 0.81 0.00 0.81 0.00 0.00 0.00% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0432 5441 Fernbank Rd. M. & W. Burnett 0.65 0.00 0.00 0.00 0.65 0.11% 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 0.31 0.00 0.00 8 0.027 0.03 04450-0194 5571 Fernbank Rd. M. & J. Hamel 0.41 0.00 0.00 0.00 0.41 0.07% 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.26 0.01 0.00 7 0.023 0.02 04450-0197 5611 Fernbank Rd. E. & D. Moore 0.40 0.00 0.00 0.00 0.40 0.07% 0.04 0.00 0.00 0.00 0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0184 5654 Hazeldean Rd. K. Watson 0.22 0.00 0.19 0.00 0.02 0.00% 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 04450-0193 5565 Fernbank Rd. M. & G. Moore 0.21 0.00 0.00 0.00 0.21 0.04% 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.15 0.00 7 0.023 0.02 City of Ottawa (Shea Road) 1.62 0.33 0.00 0.00 1.29 0.23% 0.01 0.00 0.23 0.00 0.00 0.00 0.00 0.00 1.05 0.00 0.00 0.00 0 0.000 0.00 City of Ottawa (Hazeldean Road) 0.03 0.00 0.00 0.00 0.03 0.01% 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.000 0.00 TOTAL 670.27 47.96 41.04 14.99 566.28 100.00% 100.00% 2.90 32.82 29.52 11.24 5.61 41.45 7.84 20.37 134.04 218.51 56.94 5.04 9645 32.550 0.27 Notes 1) Gross Area measured from the Demonstraton Plan using a Compiled Legal drawing (does not exactly match individual legal plans ) 2) Net Area = Gross Area - Constraint Areas (i.e. Hydro Easement + Flood Plain / Riparian Corridor + Open Space) 3) Overlapping Land Use: Constraint Areas are calculated before development land (Residential, Roads, Parks, SWM, ICI) 4) Linear Pathway areas (adjacent Stittsville and Pond 8) are designated Parks 5) CRT UNA Woodlot area is designated Low Density Residential land in this spreadsheet; it is assumed the land will be developed (i.e. City will NOT purchase this parcel). 6) Open Space parcels on the Cavanagh and Jones properties are allocated Low Density Residential as there is no development constraint. 7) Riparian corridor (Monahan, Hazeldean, Carp Tributary) constraint zones calculated per hatched area on Demonstration Plan. 8) Hydro Easement parallel Shea Rd: calculation of Net Area corrected for apparent error in location on Compiled Legal (affects CRT, Cavanagh and Jones) 9) Total Units calculated based on low end of density range in CDP: Units per Hectare are (Low Density=26, Medium Density=50, High Density=60, 50% of Mixed Use=80)

Oct.13/09: Del Lands, Corrected Area of Transit (Park n' Ride) from 2.80ha to 2.48ha Mar.16/10: CRT Developments Inc. purchased land from Brookfield May 27/10: SmartCentres Land purchased from Van Gaal Jun. 2/10: SmartCentres purchased land PIN 044-500-436 (5371 Fernbank Road) & PIN 044-500-437 (5355 Fernbank Road); R.C. Church at 1489 Shea Rd Net Area changed to 0.00 (existing facility) Jul.29/10: All areas recalculated using latest Demonstration Plan (May 17, 2010). Church Block on Shea Rd removed from calcs. "Roads/Residential" column, replaced with specific area columns for Roads, Low, Medium, and High Density Residential. Added column for Units, Park Area Dedication, and Over/Under Park Dedication. City of Ottawa 2.40ha moved from Open Space to Park. Aug. 31/10: Corrected Monarch Hydro/Medium Density Areas. Corrected City District Park Area (excludes city-owned lands in Abbott Street Extension). Sep. 8/10: City of Ottawa (Abbott Street Extension) 1.56ha area designation changed from Parks to Open Space. Calculations exclude new park on Mattamy lands. Feb. 25/11: Pleasant Valley Lands added to Monarch-Cardel May 31/11: Added to Monarch-Cardel 5395 Fernbank (A.Van Doormaal) and 5385 Fernbank (G.VanDoormaal) Nov. 3/11: Updated SmartCentres Parkland Dedication area Apr. 2/12: Changed 'common names' to legal names; updated PIN information and format

M:\2001\101108\DATA\Calculations\Site Statistics\Site Statistic Summary (20120402).xls

Appendix C: Trip Generation

Morning Peak Hour Afternoon Peak Hour Land Use Hectares Unit Conversion Units Units Rate Inbound Outbound Rate Inbound Outbound Single Family 70.06 26 1822 0.75 25% 75% 1822 1.00 63% 37% Detached S1 1 Residential Condominium / 6.65 50 333 0.44 17% 83% 333 0.52 67% 33% Townhouse Single Family 38.63 26 1005 0.75 25% 75% 1005 1.00 63% 37% Detached 50 / 50 2 Residential S2 / S3 Condominium / 15.93 50 797 0.44 17% 83% 797 0.52 67% 33% Townhouse Single Family 16.26 26 423 0.75 25% 75% 423 1.00 63% 37% Detached Residential 40 / 60 N7 3 Condominium / 15.73 50 787 0.44 17% 83% 787 0.52 67% 33% / N8 Townhouse Mixed Use 9.39 40 376 0.44 17% 83% 376 0.52 67% 33% High Density 5.04 60 303 0.52 20% 80% 303 0.62 65% 35% Single Family 23.46 26 610 0.75 25% 75% 610 1.00 63% 37% Detached Residential S1 4 Condominium / 3.72 50 186 0.44 17% 83% 186 0.52 67% 33% Townhouse Mixed Use 5.55 40 222 0.44 17% 83% 222 0.52 67% 33% Single Family 128 0.75 25% 75% 128 1.00 63% 37% Detached N1 5 Residential Condominium / 210 0.44 17% 83% 210 0.52 67% 33% Townhouse Single Family 99 0.75 25% 75% 99 1.00 63% 37% Detached N2 5 Residential Condominium / 308 0.44 17% 83% 308 0.52 67% 33% Townhouse N6 5 Commercial 30 0.45 36% 64% 30 0.47 54% 46% Single Family 12.02 26 313 0.75 25% 75% 313 1.00 63% 37% Detached 60 / 40 N4 6 Residential / N5 Condominium / 6.05 50 303 0.44 17% 83% 303 0.52 67% 33% Townhouse Single Family S1 7 Detached 17.7 26 461 0.75 25% 75% 461 1.00 63% 37% Single Family N7 8 Detached 0.81 26 22 0.75 25% 75% 22 1.00 63% 37% Single Family 7.27 26 190 0.75 25% 75% 190 1.00 63% 37% Detached S1 9 Residential Condominium / 3.47 50 174 0.44 17% 83% 174 0.52 67% 33% Townhouse Single Family 6.1 26 159 0.75 25% 75% 159 1.00 63% 37% Detached N3 10 Residential Condominium / 0.42 26 11 0.44 17% 83% 11 0.52 67% 33% Townhouse Single Family 2.39 26 63 0.75 25% 75% 63 1.00 63% 37% N1 11 Detached Mixed Use 1.3 40 52 0.44 17% 83% 52 0.52 67% 33% Single Family S1 13 Detached 2.74 26 72 0.75 25% 75% 72 1.00 63% 37% Single Family S1 14 Detached 1.74 26 46 0.75 25% 75% 46 1.00 63% 37% Single Family S1 15 Detached 1.78 26 47 0.75 25% 75% 47 1.00 63% 37% Single Family S1 16 Detached 0.79 26 21 0.75 25% 75% 21 1.00 63% 37% Single Family S1 17 Detached 0.83 26 22 0.75 25% 75% 22 1.00 63% 37% Single Family S3 18 Detached 0.31 26 9 0.75 25% 75% 9 1.00 63% 37% Single Family Detached 0.26 26 7 0.75 25% 75% 7 1.00 63% 37% S3 19 Residential Condominium / 0.01 50 1 0.44 17% 83% 1 0.52 67% 33% Townhouse Residential S1 20 Condominium / 0.15 50 8 0.44 17% 83% 8 0.52 67% 33% Townhouse Single Family Detached 203.15 26 5519 0.750000 25% 75% 5519 1.00000 63% 37% Residential Rates Condominium / 51.98 50 2900 0.44 17% 83% 2900 0.52 67% 33% Townhouse Mixed Use 16.24 40 680 0.44 17% 83% 680 0.52 67% 33% High Density 5.04 60 303 0.52 20% 80% 303 0.62 65% 35% . Afternoon Peak Hour Land Use Synergy Synergy Inbound Outbound Total Inbound Outbound Total Single Family Detached 342 1025 1367 1148 674 1822 S1 1 Residential Condominium / Townhouse 25 122 147 116 57 173 50 / 50 Single Family Detached 188 565 754 633 372 1005 2 S2 / S3 Residential Condominium / Townhouse 60 291 351 278 137 414 Single Family Detached 79 238 317 266 157 423 40 / 60 N7 Residential Condominium / Townhouse 59 287 346 274 135 409 3 / N8 Mixed Use 28 137 165 131 65 196 High Density 32 126 158 122 66 188 Single Family Detached 114 343 458 384 226 610 S1 4 Residential Condominium / Townhouse 14 68 82 65 32 97 Mixed Use 17 81 98 77 38 115 Single Family Detached 24 72 96 81 47 128 N1 5 Residential Condominium / Townhouse 16 77 92 73 36 109 Single Family Detached 19 56 74 62 37 99 N2 5 Residential Condominium / Townhouse 23 112 136 107 53 160 N6 5 Commercial 5914 8614 60 / 40 N4 Single Family Detached 59 176 235 197 116 313 6 / N5 Residential Condominium / Townhouse 23 111 133 106 52 158 S1 7 Single Family Detached 86 259 346 290 171 461 N7 8 Single Family Detached 41217 14822 Single Family Detached 36 107 143 120 70 190 S1 9 Residential Condominium / Townhouse 13 64 77 61 30 90 Single Family Detached 30 89 119 100 59 159 N3 10 Residential Condominium / Townhouse 145 426 Single Family Detached 12 35 47 40 23 63 N7 11 Mixed Use 41923 18927 S1 13 Single Family Detached 14 41 54 45 27 72 S1 14 Single Family Detached 9 2635 291746 S1 15 Single Family Detached 9 2635 301747 S1 16 Single Family Detached 41216 13821 S1 17 Single Family Detached 41217 14822 S3 18 Single Family Detached 257 639 Single Family Detached 145 437 S3 19 Residential Condominium / Townhouse 000 001 S1 20 Residential Condominium / Townhouse 134 314 Total 1353 4615 5968 4919 2761 7680 Factor Inbound Outbound Total Factor Inbound Outbound Total Trip Gen 1353 4615 5968 4919 2761 7680 Modes Share 0.9 1503 5128 6631 0.9 5466 3068 8534 Auto Occupancy 1.2 1804 6154 7957 1.2 6559 3682 10241 Modes Split Split Total Auto 55% 992 3385 4376 55% 3607 2025 5633 Passenger 15% 271 923 1194 15% 984 552 1536 Transit 25% 451 1539 1989 25% 1640 921 2560 Active Modes 5% 90 308 398 5% 328 184 512 Trip Gen 40 149 188 154 83 237 Modes Share 0.9 44 165 209 0.9 171 93 264 Auto Occupancy 1.2 53 198 251 1.2 205 112 317 Modes Split Split N1 Auto 55% 29 109 138 55% 113 62 174 Passenger 15% 8 30 38 15% 31 17 48 Transit 25% 13 50 63 25% 51 28 79 Active Modes 5%3 10135%10616 Trip Gen 42 168 210 170 89 259 Modes Share 0.9 46 187 233 0.9 189 99 288 Auto Occupancy 1.2 55 224 280 1.2 227 119 346 Modes Split Split N2 Auto 55% 30 123 154 55% 125 65 190 Passenger 15% 8 34 42 15% 34 18 52 Transit 25% 14 56 70 25% 57 30 87 Active Modes 5%3 11145%11617 Trip Gen 31 93 124 104 61 165 Modes Share 0.9 34 104 138 0.9 116 67 183 Auto Occupancy 1.2 41 125 166 1.2 139 80 220 Modes Split Split N3 Auto 55% 23 69 91 55% 76 44 121 Passenger 15% 6 19 25 15% 21 12 33 Transit 25% 10 31 42 25% 35 20 55 Active Modes 5% 2 6 8 5% 7 4 11 Trip Gen 49 172 221 182 101 282 Modes Share 0.9 54 191 245 0.9 202 112 314 Auto Occupancy 1.2 65 229 294 1.2 242 134 377 Modes Split Split N4 Auto 55% 36 126 162 55% 133 74 207 Passenger 15% 10 34 44 15% 36 20 57 Transit 25% 16 57 74 25% 61 34 94 Active Modes 5%3 11155%12719 Trip Gen 33 115 147 121 67 188 Modes Share 0.9 36 127 164 0.9 135 75 209 Auto Occupancy 1.2 43 152 197 1.2 162 90 251 Modes Split Split N5 Auto 55% 24 84 108 55% 89 50 138 Passenger 15% 6 23 30 15% 24 14 38 Transit 25% 11 38 49 25% 41 23 63 Active Modes 5% 2 8 10 5% 8 5 13 Trip Gen 5914 8614 Modes Share 0.9 5 10 15 0.9 8 7 16 Auto Occupancy 1.2 6 12 18 1.2 10 8 19 Modes Split Split N6 Auto 55% 3 7 10 55% 6 4 10 Passenger 15% 1 2 3 15% 2 1 3 Transit 25% 2 3 5 25% 3 2 5 Active Modes 5%0115%101 Trip Gen 99 382 481 389 209 598 Modes Share 0.9 110 425 535 0.9 432 232 665 Auto Occupancy 1.2 132 510 642 1.2 518 278 798 Modes Split Split N7 Auto 55% 73 281 353 55% 285 153 439 Passenger 15% 20 77 96 15% 78 42 120 Transit 25% 33 128 161 25% 130 70 200 Active Modes 5%7 26325%261440 Trip Gen 119 473 592 476 253 729 Modes Share 0.9 132 526 658 0.9 529 281 810 Auto Occupancy 1.2 158 631 790 1.2 635 337 972 Modes Split Split N8 Auto 55% 87 347 435 55% 349 185 535 Passenger 15% 24 95 119 15% 95 51 146 Transit 25% 40 158 198 25% 159 84 243 Active Modes 5%8 32405%321749 Trip Gen 686 2188 2874 2395 1376 3771 Modes Share 0.9 762 2431 3194 0.9 2661 1529 4190 Auto Occupancy 1.2 914 2917 3833 1.2 3193 1835 5028 Modes Split Split S1 Auto 55% 503 1604 2108 55% 1756 1009 2765 Passenger 15% 137 438 575 15% 479 275 754 Transit 25% 229 729 958 25% 798 459 1257 Active Modes 5% 46 146 192 5% 160 92 251 Trip Gen 124 428 552 455 254 710 Modes Share 0.9 138 476 614 0.9 506 283 789 Auto Occupancy 1.2 166 571 737 1.2 607 340 947 Modes Split Split S2 Auto 55% 91 314 405 55% 334 187 521 Passenger 15% 25 86 111 15% 91 51 142 Transit 25% 42 143 184 25% 152 85 237 Active Modes 5%8 29375%301747 Trip Gen 127 438 565 466 260 726 Modes Share 0.9 141 486 627 0.9 518 289 807 Auto Occupancy 1.2 169 583 752 1.2 622 347 968 Modes Split Split S3 Auto 55% 93 321 414 55% 342 191 532 Passenger 15% 25 87 113 15% 93 52 145 Transit 25% 42 146 188 25% 156 87 242 Active Modes 5%8 29385%311748

Appendix D: Trip Distribution and Assignment

AM500 - Kanata / Stittsville Percent Direction Origin Zones: 5032 Ottawa Centre 4,560 8% E 5001 59 N Ottawa Inner Area 3,350 6% E 5002 Ottawa East 660 1% E 5011 Beacon Hill 280 0% E 5012 97 E Alta Vista 1,810 3% E 5021 Hunt Club 490 1% E 5023 Merivale 3,410 6% E 5031 360 E Ottawa West 2,020 4% E 5032 494 int Bayshore / Cedarview 5,010 9% E 5041 145 E Orléans 290 1% E 5042 Rural East 100 0% E 5043 72 N Rural Southeast 50 0% E 5044 240 N South Gloucester / Leitrim 60 0% E 5051 South Nepean 690 1% E 5059 Rural Southwest 1,130 2% S 5103 19 S Kanata / Stittsville 30,360 54% 5110 Rural West 1,050 2% W 5121 Île de Hull 670 1% N 5122 Hull Périphérie 160 0% N 5123 Plateau 100 0% N 5124 Aylmer ‐ 0% N 5130 Rural Northwest 20 0% N 5140 23 W Pointe Gatineau 20 0% N 5150 24 W Gatineau Est ‐ 0% N 5160 Rural Northeast 30 0% N 5170 Buckingham / Masson- Angers 30 0% E 5180 External 0% 5301 Total 56,350 100% 5302 5311 52 N 5319 AM Via 5321 N2% 5322 121 N S2% 5331 E 40% 5332 17 N W2% 5340 Internal 54% 5351 N 53% 5352 S1% 5360 51 N E 43% 5371 33 N W3% 5372 97 N Total 100% 5401 5402 5430 5440 Grand Total 1903 PM500 - Kanata / Stittsville Percent Direction Origin Zones 5032 Ottawa Centre 4,250 6% E 5001 59 E Ottawa Inner Area 2,930 4% E 5002 76 E Ottawa East 750 1% E 5011 49 E Beacon Hill 460 1% E 5012 61 E Alta Vista 1,920 3% E 5021 26 E Hunt Club 740 1% E 5023 54 W Merivale 3,730 6% E 5031 126 E Ottawa West 1,950 3% E 5032 665 INT Bayshore / Cedarview 5,740 9% E 5041 143 N Orléans 740 1% E 5042 69 N Rural East 150 0% E 5043 110 N Rural Southeast 40 0% E 5044 138 N South Gloucester / Leitrim 110 0% E 5051 74 N South Nepean 980 1% E 5059 43 N Rural Southwest 1,310 2% S 5101 Kanata / Stittsville 37,470 56% 5103 33 S Rural West 1,660 3% W 5110 40 S Île de Hull 780 1% N 5121 Hull Périphérie 200 0% N 5122 Plateau 60 0% N 5123 Aylmer 30 0% N 5124 Rural Northwest 110 0% N 5130 27 W Pointe Gatineau 70 0% N 5140 33 W Gatineau Est 90 0% N 5150 137 N Rural Northeast 90 0% N 5160 Buckingham / Masson- Angers 40 0% E 5170 External 0% 5180 19 W Total 66,400 100% 5301 5302 5311 44 N PM Via 5319 N2% 5321 S2% 5322 56 N E 37% 5331 W3% 5332 Internal 56% 5340 N 64% 5351 S4% 5352 E 24% 5360 17 N W8% 5371 33 N External 5372 122 N Total 100% 5401 5402 5410 5430 88 N 5440 2342 N1 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N7 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 75 25 35% N 100 35% S 100 5% S 100 5% E 50 20 30 55% E 65 5 30 55% W 100 5% W 100 5% Combined 5% 54% 0% 20% 17% 5% 0% Combined 5% 71% 0% 3% 17% 5% 0%

N2 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N8 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 75 25 35% N 100 35% S 100 5% S 100 5% E 50 20 30 55% E 65 5 30 55% W 100 5% W 100 5% Combined 0% 54% 0% 20% 17% 5% 5% Combined 0% 71% 0% 3% 17% 5% 5%

N3 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S1 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 100 35% N 100 35% S 100 5% S 100 5% E 20 80 55% E 70 5 25 55% W 100 5% W 100 5% Combined 0% 0% 0% 46% 44% 5% 5% Combined 0% 74% 0% 0% 3% 19% 5%

N4 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S2 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 60 30 10 35% N 30 70 35% S 100 5% S 100 5% E 50 50 55% E 100 55% W 100 5% W 70 30 5% Combined 0% 21% 0% 38% 31% 5% 5% Combined 0% 11% 0% 25% 0% 64% 2%

N5 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S3 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 20 80 35% N 30 70 35% S 100 5% S 100 5% E 60 40 55% E 100 55% W 100 5% W 70 30 5% Combined 0% 7% 0% 61% 22% 5% 5% Combined 0% 11% 0% 25% 0% 64% 2%

N6 Ha West Hu North Art North TF North Ha East TF South Ab West Dist AM PM N 75 25 35% N 2% 2% 34.12% 35% S 100 5% S 2% 2% 3.56% 5% E 50 20 30 55% E 40% 37% 57.03% 55% W 100 5% W 2% 3% 5.29% 5% Combined 5% 54% 0% 20% 17% 5% 0% Internal 54% 56% N 53% 64% 55% S 1% 4% E 43% 24% W 3% 8% Hazeldean @ TFD Huntmar @ Hazeldean NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 1% 20% 20% 16% 1% 16% N1 54% 5% 5% 54% N2 8% 7% 8% 12% 12% 10% 7% 10% N2 54% 54% N3 46% 44% 46% 44% N3 N4 38% 31% 38% 31% N4 21% 21% N5 61% 22% 61% 22% N5 7% 7% N6 1% 20% 20% 16% 1% 16% N6 54% 5% 5% 54% N7 1% 3% 3% 17% 1% 17% N7 71% 5% 5% 71% N8 3% 3% 17% 17% N8 71% 71% S1 3% 3% S1 74% 3% 74% 3% S2 25% 25% S2 11% 11% S3 25% 25% S3 11% 11% 3% 202% 104% 0% 202% 57% 57% 78% 3% 104% 78% 0% 0% 96% 3% 331% 96% 0% 0% 15% 0% 3% 15% 331%

Hazeldean @ New Arterial Lowes Access @ Hazeldean Road (Site Access) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 59% 59% N1 59% 37% 59% 37% N2 54% 54% N2 54% 22% 54% 22% N3 N3 N4 21% 21% N4 21% 21% N5 7% 7% N5 7% 7% N6 59% 59% N6 59% 41% 59% 41% N7 76% 21% 76% 21% N7 21% 21% N8 71% 20% 71% 20% N8 20% 20% S1 3% 3% S1 3% 3% S2 S2 S3 S3 1 0 0 0 0 0 0 0 1 0 0 0 199% 0% 100% 0% 0% 0% 0% 44% 199% 100% 44% 0%

Internal Intersection (North) Internal Intersection (South) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 4% 4% N1 4% 4% N2 76% 76% N2 35% 5% 5% 35% N3 N3 5% 5% N4 21% 21% N4 5% 5% N5 4% 4% N5 7% 5% 5% 7% N6 N6 4% 4% N7 N7 N8 N8 S1 S1 S2 S2 S3 S3 0% 84% 0% 21% 84% 0% 0% 0% 0% 0% 0% 21% 0% 0% 0% 50% 0% 0% 0% 20% 0% 0% 20% 50% Hazeldean @ TFD Huntmar @ Hazeldean NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 0.2915 5.757125 21.50775 17.424 1.089 4.664 N1 15.67 1.46 5.45 58.53 N2 9.7328 8.1312 2.38975 3.584625 14.5992 12.1968 1.9965 2.99475 N2 16.259375 66.22 N3 31.625 30.25 10.373 9.922 N3 N4 47.861 39.0445 13.585 11.0825 N4 7.5075 26.4495 N5 50.996 18.392 14.4265 5.203 N5 1.6555 5.852 N6 0.06 0.65175 1.3035 1.056 0.066 0.528 N6 1.77375 0.165 0.33 3.5475 N7 0.726 1.9965 7.71375 46.2825 2.805 11.979 N7 51.3645 3.63 14.025 198.4538 N8 2.38975 9.543875 57.26325 14.3385 N8 61.48175 245.5379 S1 48.1305 15.081 S1 1187.219 48.1305 371.998 15.081 S2 76.94225 22.3685 S2 34.5455 10.043 S3 78.55925 22.77275 S3 35.2715 10.2245 BG 1 286 88 0 84 4 17 152 3 26 41 0 BG 0 1257 48 122 392 0 0 4 0 15 14 476 S 0 10 8 0 2 10 37 31 1 2 8 0 S 0 0 0340002006128 T 1 296 96 0 86 14 55 182 4 28 50 0 T 0 1257 48 156 392 0 0 5 0 15 20 605

Hazeldean @ New Arterial Lowes Access @ Hazeldean Road (Site Access) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 17 64 N1 63.97875 40.293 17.126 10.7855 N2 16.259375 66.22 N2 66.22 26.796 16.259 6.579375 N3 N3 N4 7.5075 26.4495 N4 26.4495 7.5075 N5 1.6555 5.852 N5 5.852 1.6555 N6 1.93875 3.8775 N6 3.8775 2.7225 1.9388 1.36125 N7 212.47875 58.905 54.9945 15.246 N7 58.905 15.246 N8 245.53788 69.41 61.48175 17.38 N8 69.41 17.38 S1 48.1305 15.081 S1 44.1196 13.82425 S2 S2 S3 S3 BG 458 0 128 0 0 0 0 57 116 33 47 0 BG 32 0 0 0 0 0 0 172 9 0 46 0 S 0 0 0 0 0 0 0 35 0 0 134 0 S 134 0 70 0 0 0 0 0 35 19 0 0 T 458 0 128 0 0 0 0 93 116 33 181 0 T 166 0 70 0 0 0 0 172 44 19 46 0

Internal Intersection (North) Internal Intersection (South) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 1.166 4.356 N1 4.356 1.166 N2 93.016 22.83875 N2 10.5875 1.5125 6.16 43.12 N3 N3 1.1275 3.4375 N4 7.5075 26.4495 N4 1.7875 6.2975 N5 0.946 3.344 N5 1.6555 1.1825 4.18 5.852 N6 N6 0.264 0.132 N7 N7 N8 N8 S1 S1 S2 S2 S3 S3 BG 01 0830000 0 026 BG 0 0 0 2 0 0 0 4 0 0 14 6 S 0940 0270 00 0 0 00 S 0 0 015000200644 T 0950 8310 00 0 0 026 T 00 0170006002050 N1 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N7 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 75 25 35% N 100 35% S 100 5% S 100 5% E 50 20 30 55% E 65 5 30 55% W 100 5% W 100 5% Combined 5% 54% 0% 20% 17% 5% 0% Combined 5% 71% 0% 3% 17% 5% 0%

N2 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N8 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 75 25 35% N 100 35% S 100 5% S 100 5% E 50 20 30 55% E 65 5 30 55% W 100 5% W 100 5% Combined 0% 54% 0% 20% 17% 5% 5% Combined 0% 71% 0% 3% 17% 5% 5%

N3 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S1 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 100 35% N 100 35% S 100 5% S 100 5% E 20 80 55% E 70 5 25 55% W 100 5% W 100 5% Combined 0% 0% 0% 46% 44% 5% 5% Combined 0% 74% 0% 0% 3% 19% 5%

N4 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S2 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 60 30 10 35% N 30 70 35% S 100 5% S 100 5% E 50 50 55% E 100 55% W 100 5% W 70 30 5% Combined 0% 21% 0% 38% 31% 5% 5% Combined 0% 11% 0% 25% 0% 64% 2%

N5 Ha West Hu North Art North TF North Ha East TF South Ab West Dist S3 Ha West Hu North Art North TF North Ha East TF South Ab West Dist N 20 80 35% N 30 70 35% S 100 5% S 100 5% E 60 40 55% E 100 55% W 100 5% W 70 30 5% Combined 0% 7% 0% 61% 22% 5% 5% Combined 0% 11% 0% 25% 0% 64% 2%

N6 Ha West Hu North Art North TF North Ha East TF South Ab West Dist AM PM N 75 25 35% N 2% 2% 34.12% 35% S 100 5% S 2% 2% 3.56% 5% E 50 20 30 55% E 40% 37% 57.03% 55% W 100 5% W 2% 3% 5.29% 5% Combined 5% 54% 0% 20% 17% 5% 0% Internal 54% 56% N 53% 64% 55% S 1% 4% E 43% 24% W 3% 8% Hazeldean @ TFD Huntmar @ Hazeldean NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 1% 20% 20% 16% 1% 16% N1 54% 5% 5% 54% N2 8% 7% 8% 12% 12% 10% 7% 10% N2 54% 54% N3 46% 44% 46% 44% N3 N4 38% 31% 38% 31% N4 21% 21% N5 61% 22% 61% 22% N5 7% 7% N6 1% 20% 20% 16% 1% 16% N6 54% 5% 5% 54% N7 1% 3% 3% 17% 1% 17% N7 71% 5% 5% 71% N8 3% 3% 17% 17% N8 71% 71% S1 3% 3% S1 74% 3% 74% 3% S2 25% 25% S2 11% 11% S3 25% 25% S3 11% 11% 3% 202% 104% 0% 202% 57% 57% 78% 3% 104% 78% 0% 0% 96% 3% 331% 96% 0% 0% 15% 0% 3% 15% 331%

Hazeldean @ New Arterial Lowes Access @ Hazeldean Road (Site Access) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 59% 59% N1 59% 37% 59% 37% N2 54% 54% N2 54% 22% 54% 22% N3 N3 N4 21% 21% N4 21% 21% N5 7% 7% N5 7% 7% N6 59% 59% N6 59% 41% 59% 41% N7 76% 21% 76% 21% N7 21% 21% N8 71% 20% 71% 20% N8 20% 20% S1 3% 3% S1 3% 3% S2 S2 S3 S3 1 0 0 0 0 0 0 0 1 0 0 0 199% 0% 100% 0% 0% 0% 0% 44% 199% 100% 44% 0%

Internal Intersection (North) Internal Intersection (South) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 4% 4% N1 4% 4% N2 76% 76% N2 35% 5% 5% 35% N3 N3 5% 5% N4 21% 21% N4 5% 5% N5 4% 4% N5 7% 5% 5% 7% N6 N6 4% 4% N7 N7 N8 N8 S1 S1 S2 S2 S3 S3 0% 84% 0% 21% 84% 0% 0% 0% 0% 0% 0% 21% 0% 0% 0% 50% 0% 0% 0% 20% 0% 0% 20% 50% Hazeldean @ TFD Huntmar @ Hazeldean NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 1.1275 22.268125 12.166 9.856 0.616 18.04 N1 60.60 5.64 3.08 33.11 N2 5.17055 4.3197 9.86315 14.794725 7.755825 6.4796 8.2401 12.36015 N2 67.107 35.17938 N3 20.24 19.36 35.167 33.638 N3 N4 28.006 22.847 50.578 41.261 N4 27.951 15.477 N5 30.195 10.89 54.351 19.602 N5 6.237 3.465 N6 0.1 1.08625 0.869 0.704 0.044 0.88 N6 2.9563 0.275 0.22 2.365 N7 2.849 7.83475 4.20475 25.229 1.529 47.0085 N7 201.57 14.245 7.645 108.1768 N8 9.604375 5.097125 30.583 57.62625 N8 247.09 131.1351 S1 30.278 52.6845 S1 746.845 30.2775 1299.55 52.6845 S2 45.815 81.79325 S2 20.57 36.7235 S3 46.75825 83.8145 S3 20.9935 37.631 BG 3 171 53 0 306 17 9 86 2 95 157 0 BG 0 788 30 483 1374 0 0 14 0 53 8 258 S 1 5 4 0 10 38 21 17 1 8 31 0 S 0 0 0 131 0 0 0 6 0 0 3 71 T 4 176 57 0 316 56 30 103 2 103 189 0 T 0 788 30 614 1374 0 0 20 0 53 11 329

Hazeldean @ New Arterial Lowes Access @ Hazeldean Road (Site Access) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 66 36 N1 36.19 22.792 66.241 41.7175 N2 67.107 35.179375 N2 35.179375 14.235375 67.107 27.154875 N3 N3 N4 27.951 15.477 N4 15.477 27.951 N5 6.237 3.465 N5 3.465 6.237 N6 3.2313 2.585 N6 2.585 1.815 3.2313 2.26875 N7 115.82175 32.109 215.812 59.829 N7 32.109 59.829 N8 131.135125 37.07 247.094 69.85 N8 37.07 69.85 S1 30.278 52.6845 S1 27.7544 48.294125 S2 S2 S3 S3 BG 247 0 69 0 0 0 0 64 463 130 72 0 BG 19 0 0 0 0 0 0 97 34 0 178 0 S 0 0 0 0 0 0 0 137 0 0 74 0 S 74 0 39 0 0 0 0 0 137 71 0 0 T 247 0 69 0 0 0 0 201 463 130 146 0 T 93 0 39 0 0 0 0 97 171 71 178 0

Internal Intersection (North) Internal Intersection (South) NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N1 4.51 2.464 N1 2.464 4.51 N2 49.41475 94.26175 N2 43.698 6.2425 3.2725 22.9075 N3 N3 3.8225 2.2 N4 27.951 15.477 N4 6.655 3.685 N5 3.564 1.98 N5 6.237 4.455 2.475 3.465 N6 N6 0.176 0.22 N7 N7 N8 N8 S1 S1 S2 S2 S3 S3 BG 04028200000015 BG 00 06000150083 S 0540 0970 0000 00 S 0 0 046000600328 T 0 57 0 28 99 0 0 0 0 0 0 15 T 0 0 0 53 0 0 0 21 0 0 12 31 Appendix E: Intersection Capacity Analysis Worksheets

Appendix E-1: 2013 Existing Conditions

Lanes, Volumes, Timings 2013 Existing AM Lanes, Volumes, Timings 2013 Existing AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 100 686 43 140 326 35 24 96 221 50 79 54 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 28.0 50.0 16.0 38.0 38.0 44.0 44.0 44.0 44.0 44.0 44.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 25.5% 45.5% 14.5% 34.5% 34.5% 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 21.0 43.7 9.0 31.7 31.7 37.4 37.4 37.4 37.4 37.4 37.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.991 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3360 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.701 0.690 Lead/Lag Lead Lag Lead Lag Lag Satd. Flow (perm) 3288 3360 0 3288 3390 1517 1251 1784 1517 1231 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 7 175 240 172 Recall Mode None C-Max None None None Max Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 902.6 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 54.2 24.3 16.6 Pedestrian Calls (#/hr) 0 00000000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 9.0 44.0 8.7 43.7 43.7 37.4 37.4 37.4 37.4 37.4 37.4 Adj. Flow (vph) 109 746 47 152 354 38 26 104 240 54 86 59 Actuated g/C Ratio 0.08 0.40 0.08 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Shared Lane Traffic (%) v/c Ratio 0.41 0.59 0.58 0.26 0.05 0.06 0.17 0.36 0.13 0.14 0.09 Lane Group Flow (vph) 109 793 0 152 354 38 26 104 240 54 86 59 Control Delay 52.0 27.9 46.6 47.2 7.4 25.1 26.4 4.9 26.2 26.0 0.3 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 52.0 27.9 46.6 47.2 7.4 25.1 26.4 4.9 26.2 26.0 0.3 Median Width(m) 7.4 7.4 3.7 3.7 LOS DC DDACCACCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 30.8 44.3 12.4 18.5 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS C D B B Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 110 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 20 (18%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.59 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 29.9 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 55.5% ICU Level of Service B Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2013 Existing AM HCM Signalized Intersection Capacity Analysis 2013 Existing AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 109 793 152 354 38 26 104 240 54 86 59 Lane Configurations v/c Ratio 0.41 0.59 0.58 0.26 0.05 0.06 0.17 0.36 0.13 0.14 0.09 Volume (vph) 100 686 43 140 326 35 24 96 221 50 79 54 Control Delay 52.0 27.9 46.6 47.2 7.4 25.1 26.4 4.9 26.2 26.0 0.3 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 52.0 27.9 46.6 47.2 7.4 25.1 26.4 4.9 26.2 26.0 0.3 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 11.6 68.9 17.5 42.7 1.3 3.7 15.5 0.0 8.0 12.7 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) 19.8 88.3 28.2 57.8 7.2 10.0 28.2 16.2 17.2 24.0 0.0 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 878.6 381.1 252.1 Satd. Flow (prot) 3288 3360 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.70 1.00 1.00 0.69 1.00 1.00 Base Capacity (vph) 627 1348 269 1346 708 425 606 674 418 606 629 Satd. Flow (perm) 3288 3360 3288 3390 1517 1251 1784 1517 1231 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 109 746 47 152 354 38 26 104 240 54 86 59 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 0400023001580039 Reduced v/c Ratio 0.17 0.59 0.57 0.26 0.05 0.06 0.17 0.36 0.13 0.14 0.09 Lane Group Flow (vph) 109 789 0 152 354 15 26 104 82 54 86 20 Intersection Summary Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Actuated Green, G (s) 9.0 44.0 8.7 43.7 43.7 37.4 37.4 37.4 37.4 37.4 37.4 Effective Green, g (s) 9.0 44.0 8.7 43.7 43.7 37.4 37.4 37.4 37.4 37.4 37.4 Actuated g/C Ratio 0.08 0.40 0.08 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 269 1344 260 1346 602 425 606 515 418 606 515 v/s Ratio Prot 0.03 c0.23 c0.05 0.10 c0.06 0.05 v/s Ratio Perm 0.01 0.02 0.05 0.04 0.01 v/c Ratio 0.41 0.59 0.58 0.26 0.03 0.06 0.17 0.16 0.13 0.14 0.04 Uniform Delay, d1 48.0 25.9 48.9 22.3 20.2 24.5 25.4 25.3 25.1 25.2 24.3 Progression Factor 1.00 1.00 0.76 2.04 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 1.9 3.3 0.1 0.0 0.3 0.6 0.7 0.6 0.5 0.1 Delay (s) 49.0 27.8 40.6 45.7 20.2 24.7 26.1 26.0 25.7 25.7 24.4 Level of Service DC DDCCCCCCC Approach Delay (s) 30.3 42.5 25.9 25.3 Approach LOSCDCC Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.9 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2013 Existing AM Lanes, Volumes, Timings 2013 Existing AM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Switch Phase Volume (vph) 16 1230 483 50 33 15 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 32.3 32.3 30.9 Storage Length (m) 80.0 80.0 0.0 0.0 Total Split (s) 20.0 78.0 58.0 58.0 32.0 Storage Lanes 1 1 2 1 Total Split (%) 18.2% 70.9% 52.7% 52.7% 29.1% Taper Length (m) 15.0 15.0 Maximum Green (s) 13.0 71.7 51.7 51.7 26.1 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Yellow Time (s) 4.0 3.7 3.7 3.7 3.3 Frt 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 2.6 2.6 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Total Lost Time (s) 7.0 6.3 6.3 6.3 5.9 Flt Permitted 0.950 0.950 Lead/Lag Lead Lag Lag Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 54 16 Recall Mode None C-Max None None Max Link Speed (k/h) 60 60 50 Walk Time (s) 0.0 7.0 7.0 7.0 Link Distance (m) 902.6 776.7 274.4 Flash Dont Walk (s) 0.0 19.0 19.0 18.0 Travel Time (s) 54.2 46.6 19.8 Pedestrian Calls (#/hr) 0000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 6.7 71.7 63.1 63.1 26.1 39.8 Adj. Flow (vph) 17 1337 525 54 36 16 Actuated g/C Ratio 0.06 0.65 0.57 0.57 0.24 0.36 Shared Lane Traffic (%) v/c Ratio 0.17 0.61 0.27 0.06 0.05 0.03 Lane Group Flow (vph) 17 1337 525 54 36 16 Control Delay 43.6 27.5 14.3 6.1 32.7 9.7 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Left Right Left Right Total Delay 43.6 27.5 14.3 6.1 32.7 9.7 Median Width(m) 7.4 7.4 7.4 LOS D C B A C A Link Offset(m) 0.0 0.0 0.0 Approach Delay 27.7 13.5 25.6 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS C B C Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Area Type: Other Number of Detectors 122111 Cycle Length: 110 Detector Template Left Thru Thru Right Left Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 30.5 6.1 6.1 6.1 Offset: 5 (5%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 75 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Maximum v/c Ratio: 0.61 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 23.5 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 49.4% ICU Level of Service A Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 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 Splits and Phases: 3: Hazeldean Road & Lowes Acces Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Perm NA custom Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Detector Phase 748866 7

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2013 Existing AM HCM Signalized Intersection Capacity Analysis 2013 Existing AM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 17 1337 525 54 36 16 Lane Configurations v/c Ratio 0.17 0.61 0.27 0.06 0.05 0.03 Volume (vph) 16 1230 483 50 33 15 Control Delay 43.6 27.5 14.3 6.1 32.7 9.7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 6.3 5.9 5.9 Total Delay 43.6 27.5 14.3 6.1 32.7 9.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Queue Length 50th (m) 3.7 127.7 54.8 0.8 3.0 0.0 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Queue Length 95th (m) m8.3 153.2 65.0 m8.2 7.2 4.5 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Internal Link Dist (m) 878.6 752.7 250.4 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Base Capacity (vph) 200 2209 1943 892 780 645 Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 000000 Adj. Flow (vph) 17 1337 525 54 36 16 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 0 0 24 0 11 Reduced v/c Ratio 0.09 0.61 0.27 0.06 0.05 0.02 Lane Group Flow (vph) 17 1337 525 30 36 5 Intersection Summary Turn Type Prot NA NA Perm NA custom m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Actuated Green, G (s) 4.4 71.7 60.3 60.3 26.1 36.4 Effective Green, g (s) 4.4 71.7 60.3 60.3 26.1 36.4 Actuated g/C Ratio 0.04 0.65 0.55 0.55 0.24 0.33 Clearance Time (s) 7.0 6.3 6.3 6.3 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 67 2209 1858 831 780 501 v/s Ratio Prot 0.01 c0.39 0.15 v/s Ratio Perm 0.02 c0.01 0.00 v/c Ratio 0.25 0.61 0.28 0.04 0.05 0.01 Uniform Delay, d1 51.2 11.0 13.3 11.5 32.4 24.7 Progression Factor 0.83 2.34 1.07 1.59 1.00 1.00 Incremental Delay, d2 1.9 1.2 0.1 0.0 0.1 0.0 Delay (s) 44.4 27.0 14.3 18.2 32.5 24.7 Level of Service D C B B C C Approach Delay (s) 27.2 14.7 30.1 Approach LOS C B C Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.2 Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2013 Existing AM Lanes, Volumes, Timings 2013 Existing AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 462 496 200 56 218 86 184 779 99 140 350 191 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 30.0 32.0 32.0 30.0 32.0 32.0 18.0 30.0 30.0 18.0 30.0 30.0 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 27.3% 29.1% 29.1% 27.3% 29.1% 29.1% 16.4% 27.3% 27.3% 16.4% 27.3% 27.3% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 23.7 25.7 25.7 23.7 25.7 25.7 11.5 23.5 23.5 11.5 23.5 23.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 217 162 160 208 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 21.1 29.0 29.0 7.4 13.0 13.0 12.0 39.9 39.9 10.4 38.4 38.4 Adj. Flow (vph) 502 539 217 61 237 93 200 847 108 152 380 208 Actuated g/C Ratio 0.19 0.26 0.26 0.07 0.12 0.12 0.11 0.36 0.36 0.09 0.35 0.35 Shared Lane Traffic (%) v/c Ratio 0.80 0.60 0.39 0.27 0.59 0.29 0.56 0.69 0.17 0.49 0.32 0.31 Lane Group Flow (vph) 502 539 217 61 237 93 200 847 108 152 380 208 Control Delay 76.1 40.4 9.7 51.4 52.0 2.4 52.3 35.0 1.8 52.3 29.0 5.7 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 76.1 40.4 9.7 51.4 52.0 2.4 52.3 35.0 1.8 52.3 29.0 5.7 Median Width(m) 7.4 7.4 7.4 7.4 LOS EDADDADCADCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 49.3 40.1 34.9 27.2 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSDDCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.80 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 39.0 Intersection LOS: D Detector 1 Channel Intersection Capacity Utilization 68.6% ICU Level of Service C Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2013 Existing AM HCM Signalized Intersection Capacity Analysis 2013 Existing AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 502 539 217 61 237 93 200 847 108 152 380 208 Lane Configurations v/c Ratio 0.80 0.60 0.39 0.27 0.59 0.29 0.56 0.69 0.17 0.49 0.32 0.31 Volume (vph) 462 496 200 56 218 86 184 779 99 140 350 191 Control Delay 76.1 40.4 9.7 51.4 52.0 2.4 52.3 35.0 1.8 52.3 29.0 5.7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 76.1 40.4 9.7 51.4 52.0 2.4 52.3 35.0 1.8 52.3 29.0 5.7 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) 59.7 37.1 8.3 6.5 25.7 0.0 21.3 81.2 0.0 16.2 31.6 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) 73.8 44.6 19.3 12.9 37.2 0.8 31.9 #125.2 3.9 25.6 49.7 17.3 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 708 901 562 708 792 478 380 1231 652 354 1182 664 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 502 539 217 61 237 93 200 847 108 152 380 208 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 160 0 0 81 0 0 70 0 0 138 Reduced v/c Ratio 0.71 0.60 0.39 0.09 0.30 0.19 0.53 0.69 0.17 0.43 0.32 0.31 Lane Group Flow (vph) 502 539 57 61 237 12 200 847 38 152 380 70 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 Actuated Green, G (s) 21.1 29.0 29.0 6.3 14.2 14.2 12.0 38.7 38.7 10.4 37.1 37.1 Effective Green, g (s) 21.1 29.0 29.0 6.3 14.2 14.2 12.0 38.7 38.7 10.4 37.1 37.1 Actuated g/C Ratio 0.19 0.26 0.26 0.06 0.13 0.13 0.11 0.35 0.35 0.09 0.34 0.34 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 630 893 399 188 437 195 358 1192 533 310 1143 511 v/s Ratio Prot c0.15 c0.16 0.02 0.07 c0.06 c0.25 0.05 0.11 v/s Ratio Perm 0.04 0.01 0.03 0.05 v/c Ratio 0.80 0.60 0.14 0.32 0.54 0.06 0.56 0.71 0.07 0.49 0.33 0.14 Uniform Delay, d1 42.4 35.5 31.0 49.8 44.9 42.1 46.5 30.8 23.7 47.3 27.2 25.3 Progression Factor 1.60 1.06 1.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 0.9 0.1 1.0 1.4 0.1 1.9 3.6 0.3 1.2 0.8 0.6 Delay (s) 73.8 38.5 58.2 50.8 46.2 42.2 48.4 34.4 24.0 48.5 28.0 25.9 Level of Service EDEDDDDCCDCC Approach Delay (s) 56.0 46.0 35.9 31.6 Approach LOS E D D C Intersection Summary HCM 2000 Control Delay 43.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 11 LM Page 12 Lanes, Volumes, Timings 2013 Existing PM Lanes, Volumes, Timings 2013 Existing PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 66 387 22 212 492 17 34 105 155 61 137 132 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 11.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 22.0 44.0 22.0 44.0 44.0 12.0 54.0 54.0 42.0 42.0 42.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 18.3% 36.7% 18.3% 36.7% 36.7% 10.0% 45.0% 45.0% 35.0% 35.0% 35.0% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 15.7 37.7 15.7 37.7 37.7 5.4 47.4 47.4 35.4 35.4 35.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.992 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3363 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.950 0.684 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lag Satd. Flow (perm) 3288 3363 0 3288 3390 1517 1695 1784 1517 1220 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 5 150 168 147 Recall Mode None C-Max None None None None Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 902.6 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 54.2 24.3 16.6 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 8.0 40.1 13.3 47.8 47.8 5.4 47.4 47.4 40.2 40.2 40.2 Adj. Flow (vph) 72 421 24 230 535 18 37 114 168 66 149 143 Actuated g/C Ratio 0.07 0.33 0.11 0.40 0.40 0.04 0.40 0.40 0.34 0.34 0.34 Shared Lane Traffic (%) v/c Ratio 0.33 0.40 0.63 0.40 0.03 0.49 0.16 0.24 0.16 0.25 0.24 Lane Group Flow (vph) 72 445 0 230 535 18 37 114 168 66 149 143 Control Delay 56.9 32.0 51.6 47.7 0.1 77.3 24.3 4.4 31.7 32.1 5.7 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 56.9 32.0 51.6 47.7 0.1 77.3 24.3 4.4 31.7 32.1 5.7 Median Width(m) 7.4 7.4 3.7 3.7 LOS EC DDAECACCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 35.5 47.7 19.9 21.5 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS D D B C Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 120 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 16 (13%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 105 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.63 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 35.3 Intersection LOS: D Detector 1 Channel Intersection Capacity Utilization 50.9% ICU Level of Service A Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Prot NA Perm Perm NA Perm Protected Phases 7 4 3 8 5 2 6 Permitted Phases 8 2 6 6 Detector Phase 74 388522666

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2013 Existing PM HCM Signalized Intersection Capacity Analysis 2013 Existing PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 72 445 230 535 18 37 114 168 66 149 143 Lane Configurations v/c Ratio 0.33 0.40 0.63 0.40 0.03 0.49 0.16 0.24 0.16 0.25 0.24 Volume (vph) 66 387 22 212 492 17 34 105 155 61 137 132 Control Delay 56.9 32.0 51.6 47.7 0.1 77.3 24.3 4.4 31.7 32.1 5.7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 56.9 32.0 51.6 47.7 0.1 77.3 24.3 4.4 31.7 32.1 5.7 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 8.5 41.7 29.3 60.6 0.0 8.7 17.1 0.0 11.6 27.0 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) 15.6 57.9 41.8 83.0 m0.0 #22.0 29.8 13.3 23.1 44.5 13.8 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 878.6 381.1 252.1 Satd. Flow (prot) 3288 3363 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.68 1.00 1.00 Base Capacity (vph) 430 1126 430 1350 694 76 704 700 408 597 606 Satd. Flow (perm) 3288 3363 3288 3390 1517 1695 1784 1517 1220 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 72 421 24 230 535 18 37 114 168 66 149 143 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 030001100980095 Reduced v/c Ratio 0.17 0.40 0.53 0.40 0.03 0.49 0.16 0.24 0.16 0.25 0.24 Lane Group Flow (vph) 72 442 0 230 535 7 37 114 70 66 149 48 Intersection Summary Turn Type Prot NA Prot NA Perm Prot NA Perm Perm NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 6 Queue shown is maximum after two cycles. Permitted Phases 8 2 6 6 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 6.9 37.5 13.3 43.9 43.9 3.2 50.0 50.0 40.2 40.2 40.2 Effective Green, g (s) 6.9 37.5 13.3 43.9 43.9 3.2 50.0 50.0 40.2 40.2 40.2 Actuated g/C Ratio 0.06 0.31 0.11 0.37 0.37 0.03 0.42 0.42 0.34 0.34 0.34 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 189 1050 364 1240 554 45 743 632 408 597 508 v/s Ratio Prot 0.02 0.13 c0.07 c0.16 c0.02 0.06 c0.08 v/s Ratio Perm 0.00 0.05 0.05 0.03 v/c Ratio 0.38 0.42 0.63 0.43 0.01 0.82 0.15 0.11 0.16 0.25 0.09 Uniform Delay, d1 54.5 32.7 51.0 28.7 24.2 58.1 21.8 21.4 28.1 29.0 27.4 Progression Factor 1.00 1.00 0.90 1.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 1.2 2.7 0.2 0.0 70.2 0.4 0.4 0.8 1.0 0.4 Delay (s) 55.8 33.9 48.4 50.0 24.2 128.3 22.2 21.8 28.9 30.0 27.8 Level of Service EC DDCFCCCCC Approach Delay (s) 36.9 48.9 34.3 28.9 Approach LOSDDCC Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.8 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2013 Existing PM Lanes, Volumes, Timings 2013 Existing PM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Switch Phase Volume (vph) 42 989 1227 164 148 71 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 32.3 32.3 30.9 Storage Length (m) 80.0 80.0 0.0 0.0 Total Split (s) 20.0 88.0 68.0 68.0 32.0 Storage Lanes 1 1 2 1 Total Split (%) 16.7% 73.3% 56.7% 56.7% 26.7% Taper Length (m) 15.0 15.0 Maximum Green (s) 13.0 81.7 61.7 61.7 26.1 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Yellow Time (s) 4.0 3.7 3.7 3.7 3.3 Frt 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 2.6 2.6 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Total Lost Time (s) 7.0 6.3 6.3 6.3 5.9 Flt Permitted 0.950 0.950 Lead/Lag Lead Lag Lag Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Lead-Lag Optimize? Yes Yes Yes Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 178 33 Recall Mode None C-Max None None Max Link Speed (k/h) 60 60 50 Walk Time (s) 0.0 7.0 7.0 7.0 Link Distance (m) 902.6 776.7 274.4 Flash Dont Walk (s) 0.0 19.0 19.0 18.0 Travel Time (s) 54.2 46.6 19.8 Pedestrian Calls (#/hr) 0000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 8.6 81.7 68.6 68.6 26.1 41.7 Adj. Flow (vph) 46 1075 1334 178 161 77 Actuated g/C Ratio 0.07 0.68 0.57 0.57 0.22 0.35 Shared Lane Traffic (%) v/c Ratio 0.38 0.47 0.69 0.19 0.23 0.14 Lane Group Flow (vph) 46 1075 1334 178 161 77 Control Delay 52.8 18.0 14.5 1.2 39.6 16.4 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Left Right Left Right Total Delay 52.8 18.0 14.5 1.2 39.6 16.4 Median Width(m) 7.4 7.4 7.4 LOS DBBADB Link Offset(m) 0.0 0.0 0.0 Approach Delay 19.4 12.9 32.1 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS B B C Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Area Type: Other Number of Detectors 122111 Cycle Length: 120 Detector Template Left Thru Thru Right Left Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 30.5 6.1 6.1 6.1 Offset: 97 (81%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 80 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Maximum v/c Ratio: 0.69 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 17.1 Intersection LOS: B Detector 1 Channel Intersection Capacity Utilization 51.5% ICU Level of Service A Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 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 Splits and Phases: 3: Hazeldean Road & Lowes Acces Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Perm NA custom Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Detector Phase 748866 7

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2013 Existing PM HCM Signalized Intersection Capacity Analysis 2013 Existing PM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 46 1075 1334 178 161 77 Lane Configurations v/c Ratio 0.38 0.47 0.69 0.19 0.23 0.14 Volume (vph) 42 989 1227 164 148 71 Control Delay 52.8 18.0 14.5 1.2 39.6 16.4 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 6.3 5.9 5.9 Total Delay 52.8 18.0 14.5 1.2 39.6 16.4 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Queue Length 50th (m) 10.6 91.9 104.2 2.0 16.1 6.9 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Queue Length 95th (m) 22.2 110.5 m123.7 m4.6 25.6 16.8 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Internal Link Dist (m) 878.6 752.7 250.4 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Base Capacity (vph) 183 2308 1936 942 715 603 Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 000000 Adj. Flow (vph) 46 1075 1334 178 161 77 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 0 0 78 0 22 Reduced v/c Ratio 0.25 0.47 0.69 0.19 0.23 0.13 Lane Group Flow (vph) 46 1075 1334 100 161 55 Intersection Summary Turn Type Prot NA NA Perm NA custom m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Actuated Green, G (s) 7.5 81.7 67.2 67.2 26.1 39.5 Effective Green, g (s) 7.5 81.7 67.2 67.2 26.1 39.5 Actuated g/C Ratio 0.06 0.68 0.56 0.56 0.22 0.33 Clearance Time (s) 7.0 6.3 6.3 6.3 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 105 2308 1898 849 715 499 v/s Ratio Prot 0.03 c0.32 c0.39 v/s Ratio Perm 0.07 c0.05 0.04 v/c Ratio 0.44 0.47 0.70 0.12 0.23 0.11 Uniform Delay, d1 54.2 9.0 19.2 12.4 38.6 28.0 Progression Factor 0.84 1.91 0.67 0.43 1.00 1.00 Incremental Delay, d2 2.9 0.7 0.8 0.0 0.7 0.1 Delay (s) 48.5 17.8 13.6 5.4 39.4 28.1 Level of Service D B B A D C Approach Delay (s) 19.0 12.7 35.7 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.2 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2013 Existing PM Lanes, Volumes, Timings 2013 Existing PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 401 392 273 141 533 132 321 310 86 211 859 547 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 42.0 42.0 11.0 32.0 32.0 11.2 31.2 31.2 11.2 31.2 31.2 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 25.0 42.0 42.0 25.0 42.0 42.0 21.0 32.0 32.0 21.0 32.0 32.0 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 20.8% 35.0% 35.0% 20.8% 35.0% 35.0% 17.5% 26.7% 26.7% 17.5% 26.7% 26.7% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 18.7 35.7 35.7 18.7 35.7 35.7 14.5 25.5 25.5 14.5 25.5 25.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 297 148 146 343 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Act Effct Green (s) 18.2 34.4 34.4 10.9 27.1 27.1 17.4 35.7 35.7 13.4 31.7 31.7 Adj. Flow (vph) 436 426 297 153 579 143 349 337 93 229 934 595 Actuated g/C Ratio 0.15 0.29 0.29 0.09 0.23 0.23 0.14 0.30 0.30 0.11 0.26 0.26 Shared Lane Traffic (%) v/c Ratio 0.87 0.44 0.46 0.51 0.76 0.31 0.73 0.33 0.17 0.62 1.04 0.91 Lane Group Flow (vph) 436 426 297 153 579 143 349 337 93 229 934 595 Control Delay 51.6 27.9 10.0 57.8 49.8 6.8 58.8 36.0 1.9 58.4 85.6 38.7 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 51.6 27.9 10.0 57.8 49.8 6.8 58.8 36.0 1.9 58.4 85.6 38.7 Median Width(m) 7.4 7.4 7.4 7.4 LOS DCAEDAEDAEFD Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 32.2 44.2 42.2 66.2 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS C D D E Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 120 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 110 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 1.04 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 49.3 Intersection LOS: D Detector 1 Channel Intersection Capacity Utilization 83.7% ICU Level of Service E Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 15 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2013 Existing PM HCM Signalized Intersection Capacity Analysis 2013 Existing PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 436 426 297 153 579 143 349 337 93 229 934 595 Lane Configurations v/c Ratio 0.87 0.44 0.46 0.51 0.76 0.31 0.73 0.33 0.17 0.62 1.04 0.91 Volume (vph) 401 392 273 141 533 132 321 310 86 211 859 547 Control Delay 51.6 27.9 10.0 57.8 49.8 6.8 58.8 36.0 1.9 58.4 85.6 38.7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 51.6 27.9 10.0 57.8 49.8 6.8 58.8 36.0 1.9 58.4 85.6 38.7 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) 41.3 48.8 29.1 17.9 67.1 0.0 40.4 33.0 0.0 26.9 ~134.1 67.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) #74.4 64.5 53.2 27.8 80.8 13.9 #60.7 51.3 3.0 38.8 #187.6 #147.3 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 512 1027 666 512 1008 555 477 1008 553 411 895 653 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 436 426 297 153 579 143 349 337 93 229 934 595 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 212 0 0 111 0 0 65 0 0 252 Reduced v/c Ratio 0.85 0.41 0.45 0.30 0.57 0.26 0.73 0.33 0.17 0.56 1.04 0.91 Lane Group Flow (vph) 436 426 85 153 579 32 349 337 28 229 934 343 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm ~ Volume exceeds capacity, queue is theoretically infinite. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 # 95th percentile volume exceeds capacity, queue may be longer. Actuated Green, G (s) 18.2 34.4 34.4 10.9 27.1 27.1 17.4 35.7 35.7 13.4 31.7 31.7 Queue shown is maximum after two cycles. Effective Green, g (s) 18.2 34.4 34.4 10.9 27.1 27.1 17.4 35.7 35.7 13.4 31.7 31.7 Actuated g/C Ratio 0.15 0.29 0.29 0.09 0.23 0.23 0.14 0.30 0.30 0.11 0.26 0.26 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 498 971 434 298 765 342 476 1008 451 367 895 400 v/s Ratio Prot c0.13 0.13 0.05 c0.17 c0.11 c0.10 0.07 c0.28 v/s Ratio Perm 0.06 0.02 0.02 0.23 v/c Ratio 0.88 0.44 0.20 0.51 0.76 0.09 0.73 0.33 0.06 0.62 1.04 0.86 Uniform Delay, d1 49.8 34.9 32.3 52.0 43.4 36.7 49.1 32.9 30.2 50.9 44.1 42.0 Progression Factor 0.67 0.77 2.21 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.6 0.3 0.2 1.5 4.3 0.1 5.8 0.9 0.3 3.3 42.1 20.4 Delay (s) 48.0 27.2 71.8 53.5 47.7 36.9 54.8 33.8 30.4 54.2 86.2 62.4 Level of Service DCEDDDDCCDFE Approach Delay (s) 46.5 46.9 42.8 74.0 Approach LOS D D D E Intersection Summary HCM 2000 Control Delay 56.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

8/21/2013 Synchro 8 Report 8/21/2013 Synchro 8 Report LM Page 11 LM Page 12 Appendix E-2: 2020 Future Background Conditions

Lanes, Volumes, Timings 2020 FBG AM Lanes, Volumes, Timings 2020 FBG AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 114 783 49 164 376 159 27 423 264 88 188 62 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 28.0 50.0 16.0 38.0 38.0 44.0 44.0 44.0 44.0 44.0 44.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 25.5% 45.5% 14.5% 34.5% 34.5% 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 21.0 43.7 9.0 31.7 31.7 37.4 37.4 37.4 37.4 37.4 37.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.991 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3360 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.607 0.299 Lead/Lag Lead Lag Lead Lag Lag Satd. Flow (perm) 3288 3360 0 3288 3390 1517 1083 1784 1517 534 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 7 175 264 172 Recall Mode None C-Max None None None Max Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 275.8 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 16.5 24.3 16.6 Pedestrian Calls (#/hr) 0 00000000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 9.2 44.0 8.7 43.5 43.5 37.4 37.4 37.4 37.4 37.4 37.4 Adj. Flow (vph) 114 783 49 164 376 159 27 423 264 88 188 62 Actuated g/C Ratio 0.08 0.40 0.08 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Shared Lane Traffic (%) v/c Ratio 0.42 0.62 0.63 0.28 0.23 0.07 0.70 0.38 0.49 0.31 0.10 Lane Group Flow (vph) 114 832 0 164 376 159 27 423 264 88 188 62 Control Delay 52.2 28.6 49.4 40.8 21.7 25.4 38.9 4.9 40.0 28.6 0.3 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 52.2 28.6 49.4 40.8 21.7 25.4 38.9 4.9 40.0 28.6 0.3 Median Width(m) 7.4 7.4 3.7 3.7 LOS DC DDCCDADCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 31.5 38.5 25.9 26.4 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSCDCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 110 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 20 (18%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.70 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 31.2 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 80.2% ICU Level of Service D Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2020 FBG AM HCM Signalized Intersection Capacity Analysis 2020 FBG AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 114 832 164 376 159 27 423 264 88 188 62 Lane Configurations v/c Ratio 0.42 0.62 0.63 0.28 0.23 0.07 0.70 0.38 0.49 0.31 0.10 Volume (vph) 114 783 49 164 376 159 27 423 264 88 188 62 Control Delay 52.2 28.6 49.4 40.8 21.7 25.4 38.9 4.9 40.0 28.6 0.3 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 52.2 28.6 49.4 40.8 21.7 25.4 38.9 4.9 40.0 28.6 0.3 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 12.1 73.4 16.8 42.5 20.1 3.9 78.0 0.0 14.8 29.5 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) 22.9 109.2 #34.4 63.8 39.8 11.5 #136.2 25.1 36.9 54.2 0.0 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 251.8 381.1 252.1 Satd. Flow (prot) 3288 3360 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.61 1.00 1.00 0.30 1.00 1.00 Base Capacity (vph) 627 1347 269 1341 706 368 606 690 181 606 629 Satd. Flow (perm) 3288 3360 3288 3390 1517 1083 1784 1517 534 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 114 783 49 164 376 159 27 423 264 88 188 62 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 0400096001740041 Reduced v/c Ratio 0.18 0.62 0.61 0.28 0.23 0.07 0.70 0.38 0.49 0.31 0.10 Lane Group Flow (vph) 114 828 0 164 376 63 27 423 90 88 188 21 Intersection Summary Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 2 6 Queue shown is maximum after two cycles. Permitted Phases 8 2 2 6 6 Actuated Green, G (s) 9.2 44.0 8.7 43.5 43.5 37.4 37.4 37.4 37.4 37.4 37.4 Effective Green, g (s) 9.2 44.0 8.7 43.5 43.5 37.4 37.4 37.4 37.4 37.4 37.4 Actuated g/C Ratio 0.08 0.40 0.08 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 1344 260 1340 599 368 606 515 181 606 515 v/s Ratio Prot 0.03 c0.25 c0.05 0.11 c0.24 0.11 v/s Ratio Perm 0.04 0.02 0.06 0.16 0.01 v/c Ratio 0.42 0.62 0.63 0.28 0.10 0.07 0.70 0.17 0.49 0.31 0.04 Uniform Delay, d1 47.8 26.3 49.1 22.6 21.0 24.6 31.4 25.5 28.7 26.8 24.3 Progression Factor 1.00 1.00 0.77 1.74 7.56 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 2.1 4.9 0.1 0.1 0.4 6.8 0.7 9.3 1.3 0.1 Delay (s) 48.9 28.4 42.9 39.5 158.7 25.0 38.2 26.2 38.0 28.1 24.4 Level of Service DC DDFCDCDCC Approach Delay (s) 30.9 67.4 33.3 30.0 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.9 Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2020 FBG AM Lanes, Volumes, Timings 2020 FBG AM 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Total Split (s) 77.0 77.0 77.0 77.0 33.0 33.0 Volume (vph) 1103 31 8 572 123 32 Total Split (%) 70.0% 70.0% 70.0% 70.0% 30.0% 30.0% Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Maximum Green (s) 70.0 70.0 70.0 70.0 26.0 26.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Frt 0.850 0.850 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flt Permitted 0.214 0.950 Lead/Lag Satd. Flow (perm) 3390 1517 382 3390 1695 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 31 32 Recall Mode C-Max C-Max None None Max Max Link Speed (k/h) 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 275.8 626.8 423.2 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Travel Time (s) 16.5 37.6 25.4 Pedestrian Calls (#/hr) 000000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 70.0 70.0 70.0 70.0 26.0 26.0 Adj. Flow (vph) 1103 31 8 572 123 32 Actuated g/C Ratio 0.64 0.64 0.64 0.64 0.24 0.24 Shared Lane Traffic (%) v/c Ratio 0.51 0.03 0.03 0.27 0.31 0.08 Lane Group Flow (vph) 1103 31 8 572 123 32 Control Delay 4.3 0.3 2.1 2.3 37.1 11.7 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Right Left Left Left Right Total Delay 4.3 0.3 2.1 2.3 37.1 11.7 Median Width(m) 7.4 7.4 3.7 LOS AAAADB Link Offset(m) 0.0 0.0 0.0 Approach Delay 4.2 2.3 31.9 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS A A C Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 14 24 24 14 Area Type: Other Number of Detectors 211211 Cycle Length: 110 Detector Template Thru Right Left Thru Left Right Actuated Cycle Length: 110 Leading Detector (m) 30.5 6.1 6.1 30.5 6.1 6.1 Offset: 23 (21%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 55 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Maximum v/c Ratio: 0.51 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 5.9 Intersection LOS: A Detector 1 Channel Intersection Capacity Utilization 51.0% ICU Level of Service A Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 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 Splits and Phases: 2: New N-S Arterial & Hazeldean Road Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm Perm NA NA Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Detector Phase 448822 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 25.0 25.0 25.0

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2020 FBG AM HCM Signalized Intersection Capacity Analysis 2020 FBG AM 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Movement EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1103 31 8 572 123 32 Lane Configurations v/c Ratio 0.51 0.03 0.03 0.27 0.31 0.08 Volume (vph) 1103 31 8 572 123 32 Control Delay 4.3 0.3 2.1 2.3 37.1 11.7 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Total Delay 4.3 0.3 2.1 2.3 37.1 11.7 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Queue Length 50th (m) 18.1 0.0 0.1 4.8 21.8 0.0 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Queue Length 95th (m) 26.1 m0.1 m0.5 6.8 43.2 9.1 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Internal Link Dist (m) 251.8 602.8 399.2 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Turn Bay Length (m) Flt Permitted 1.00 1.00 0.21 1.00 0.95 1.00 Base Capacity (vph) 2157 976 243 2157 400 383 Satd. Flow (perm) 3390 1517 382 3390 1695 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000 Adj. Flow (vph) 1103 31 8 572 123 32 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 11 0 0 0 24 Reduced v/c Ratio 0.51 0.03 0.03 0.27 0.31 0.08 Lane Group Flow (vph) 1103 20 8 572 123 8 Intersection Summary Turn Type NA Perm Perm NA NA Perm m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 4 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 70.0 70.0 70.0 70.0 26.0 26.0 Effective Green, g (s) 70.0 70.0 70.0 70.0 26.0 26.0 Actuated g/C Ratio 0.64 0.64 0.64 0.64 0.24 0.24 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2157 965 243 2157 400 358 v/s Ratio Prot c0.33 0.17 c0.07 v/s Ratio Perm 0.01 0.02 0.00 v/c Ratio 0.51 0.02 0.03 0.27 0.31 0.02 Uniform Delay, d1 10.8 7.4 7.4 8.7 34.6 32.2 Progression Factor 0.32 0.09 0.24 0.22 1.00 1.00 Incremental Delay, d2 0.7 0.0 0.1 0.1 2.0 0.1 Delay (s) 4.2 0.7 1.8 2.0 36.6 32.3 Level of Service AAAADC Approach Delay (s) 4.1 2.0 35.7 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2020 FBG AM Lanes, Volumes, Timings 2020 FBG AM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Switch Phase Volume (vph) 16 1445 563 50 33 15 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 32.3 32.3 30.9 Storage Length (m) 80.0 80.0 0.0 0.0 Total Split (s) 20.0 78.0 58.0 58.0 32.0 Storage Lanes 1 1 2 1 Total Split (%) 18.2% 70.9% 52.7% 52.7% 29.1% Taper Length (m) 15.0 15.0 Maximum Green (s) 13.0 71.7 51.7 51.7 26.1 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Yellow Time (s) 4.0 3.7 3.7 3.7 3.3 Frt 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 2.6 2.6 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Total Lost Time (s) 7.0 6.3 6.3 6.3 5.9 Flt Permitted 0.950 0.950 Lead/Lag Lead Lag Lag Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 50 15 Recall Mode None C-Max None None Max Link Speed (k/h) 60 60 50 Walk Time (s) 0.0 7.0 7.0 7.0 Link Distance (m) 626.8 776.7 274.4 Flash Dont Walk (s) 0.0 19.0 19.0 18.0 Travel Time (s) 37.6 46.6 19.8 Pedestrian Calls (#/hr) 0000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 6.6 71.7 63.1 63.1 26.1 39.7 Adj. Flow (vph) 16 1445 563 50 33 15 Actuated g/C Ratio 0.06 0.65 0.57 0.57 0.24 0.36 Shared Lane Traffic (%) v/c Ratio 0.16 0.65 0.29 0.06 0.04 0.03 Lane Group Flow (vph) 16 1445 563 50 33 15 Control Delay 41.6 26.6 14.0 5.7 32.6 10.1 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Left Right Left Right Total Delay 41.6 26.6 14.0 5.7 32.6 10.1 Median Width(m) 7.4 7.4 7.4 LOS D C B A C B Link Offset(m) 0.0 0.0 0.0 Approach Delay 26.8 13.3 25.6 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS C B C Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Area Type: Other Number of Detectors 122111 Cycle Length: 110 Detector Template Left Thru Thru Right Left Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 30.5 6.1 6.1 6.1 Offset: 5 (5%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 75 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Maximum v/c Ratio: 0.65 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 22.9 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 55.7% ICU Level of Service B Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 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 Splits and Phases: 3: Hazeldean Road & Lowes Acces Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Perm NA custom Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Detector Phase 748866 7

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2020 FBG AM HCM Signalized Intersection Capacity Analysis 2020 FBG AM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 16 1445 563 50 33 15 Lane Configurations v/c Ratio 0.16 0.65 0.29 0.06 0.04 0.03 Volume (vph) 16 1445 563 50 33 15 Control Delay 41.6 26.6 14.0 5.7 32.6 10.1 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 6.3 5.9 5.9 Total Delay 41.6 26.6 14.0 5.7 32.6 10.1 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Queue Length 50th (m) 3.5 128.7 59.1 1.0 2.8 0.0 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Queue Length 95th (m) m7.9 168.2 77.4 m8.3 7.5 4.9 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Internal Link Dist (m) 602.8 752.7 250.4 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Base Capacity (vph) 200 2209 1944 891 780 644 Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000 Adj. Flow (vph) 16 1445 563 50 33 15 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 0 0 23 0 10 Reduced v/c Ratio 0.08 0.65 0.29 0.06 0.04 0.02 Lane Group Flow (vph) 16 1445 563 27 33 5 Intersection Summary Turn Type Prot NA NA Perm NA custom m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Actuated Green, G (s) 4.4 71.7 60.3 60.3 26.1 36.4 Effective Green, g (s) 4.4 71.7 60.3 60.3 26.1 36.4 Actuated g/C Ratio 0.04 0.65 0.55 0.55 0.24 0.33 Clearance Time (s) 7.0 6.3 6.3 6.3 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 67 2209 1858 831 780 501 v/s Ratio Prot 0.01 c0.43 0.17 v/s Ratio Perm 0.02 c0.01 0.00 v/c Ratio 0.24 0.65 0.30 0.03 0.04 0.01 Uniform Delay, d1 51.2 11.6 13.5 11.4 32.3 24.7 Progression Factor 0.79 2.12 1.03 1.46 1.00 1.00 Incremental Delay, d2 1.7 1.4 0.1 0.0 0.1 0.0 Delay (s) 42.3 26.1 14.0 16.7 32.4 24.7 Level of Service D C B B C C Approach Delay (s) 26.2 14.2 30.0 Approach LOS C B C Intersection Summary HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.2 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 11 LM Page 12 Lanes, Volumes, Timings 2020 FBG AM Lanes, Volumes, Timings 2020 FBG AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 30.0 32.0 32.0 30.0 32.0 32.0 18.0 30.0 30.0 18.0 30.0 30.0 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 27.3% 29.1% 29.1% 27.3% 29.1% 29.1% 16.4% 27.3% 27.3% 16.4% 27.3% 27.3% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 23.7 25.7 25.7 23.7 25.7 25.7 11.5 23.5 23.5 11.5 23.5 23.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 229 162 160 219 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 21.6 30.3 30.3 7.8 14.1 14.1 12.3 38.0 38.0 10.7 36.4 36.4 Adj. Flow (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Actuated g/C Ratio 0.20 0.28 0.28 0.07 0.13 0.13 0.11 0.35 0.35 0.10 0.33 0.33 Shared Lane Traffic (%) v/c Ratio 0.82 0.65 0.39 0.31 0.60 0.29 0.57 0.82 0.21 0.50 0.37 0.34 Lane Group Flow (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Control Delay 75.0 38.7 8.0 51.5 50.8 2.9 52.4 41.8 4.0 52.4 31.3 6.1 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 75.0 38.7 8.0 51.5 50.8 2.9 52.4 41.8 4.0 52.4 31.3 6.1 Median Width(m) 7.4 7.4 7.4 7.4 LOS EDADDADDADCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 47.7 40.0 39.6 28.6 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSDDDC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.82 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 40.2 Intersection LOS: D Detector 1 Channel Intersection Capacity Utilization 77.7% ICU Level of Service D Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 13 LM Page 14 Queues 2020 FBG AM HCM Signalized Intersection Capacity Analysis 2020 FBG AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Lane Configurations v/c Ratio 0.82 0.65 0.39 0.31 0.60 0.29 0.57 0.82 0.21 0.50 0.37 0.34 Volume (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Control Delay 75.0 38.7 8.0 51.5 50.8 2.9 52.4 41.8 4.0 52.4 31.3 6.1 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 75.0 38.7 8.0 51.5 50.8 2.9 52.4 41.8 4.0 52.4 31.3 6.1 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) 62.0 41.1 5.9 7.6 28.1 0.0 22.3 99.3 0.0 17.0 36.4 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) #91.0 60.5 m13.8 16.1 43.8 5.3 37.1 #194.8 14.4 30.0 65.2 26.6 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 708 934 584 708 792 478 387 1172 629 359 1121 648 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 531 603 229 71 259 98 210 960 135 160 420 219 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 166 0 0 84 0 0 90 0 0 149 Reduced v/c Ratio 0.75 0.65 0.39 0.10 0.33 0.21 0.54 0.82 0.21 0.45 0.37 0.34 Lane Group Flow (vph) 531 603 63 71 259 14 210 960 45 160 420 70 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 21.6 30.3 30.3 6.6 15.3 15.3 12.3 36.8 36.8 10.7 35.2 35.2 Effective Green, g (s) 21.6 30.3 30.3 6.6 15.3 15.3 12.3 36.8 36.8 10.7 35.2 35.2 Actuated g/C Ratio 0.20 0.28 0.28 0.06 0.14 0.14 0.11 0.33 0.33 0.10 0.32 0.32 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 645 933 417 197 471 211 367 1134 507 319 1084 485 v/s Ratio Prot c0.16 c0.18 0.02 0.08 c0.06 c0.28 0.05 0.12 v/s Ratio Perm 0.04 0.01 0.03 0.05 v/c Ratio 0.82 0.65 0.15 0.36 0.55 0.06 0.57 0.85 0.09 0.50 0.39 0.14 Uniform Delay, d1 42.4 35.1 30.1 49.7 44.1 41.1 46.4 34.0 25.1 47.1 29.0 26.7 Progression Factor 1.55 1.02 1.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.9 1.2 0.1 1.1 1.3 0.1 2.2 8.5 0.3 1.2 1.0 0.6 Delay (s) 72.5 36.9 48.8 50.8 45.5 41.3 48.5 42.5 25.5 48.4 30.1 27.3 Level of Service EDDDDDDDCDCC Approach Delay (s) 52.8 45.4 41.7 33.0 Approach LOSDDDC Intersection Summary HCM 2000 Control Delay 44.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 15 LM Page 16 Lanes, Volumes, Timings 2020 FBG PM Lanes, Volumes, Timings 2020 FBG PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 75 445 25 255 563 84 39 317 185 191 500 150 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 11.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 13.0 40.0 19.0 46.0 46.0 11.0 61.0 61.0 50.0 50.0 50.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 10.8% 33.3% 15.8% 38.3% 38.3% 9.2% 50.8% 50.8% 41.7% 41.7% 41.7% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 6.7 33.7 12.7 39.7 39.7 4.4 54.4 54.4 43.4 43.4 43.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.992 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3363 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.950 0.568 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lag Satd. Flow (perm) 3288 3363 0 3288 3390 1517 1695 1784 1517 1013 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 5 150 185 150 Recall Mode None C-Max None None None None Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 276.6 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 16.6 24.3 16.6 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 6.5 34.1 12.3 42.3 42.3 4.4 54.4 54.4 45.6 45.6 45.6 Adj. Flow (vph) 75 445 25 255 563 84 39 317 185 191 500 150 Actuated g/C Ratio 0.05 0.28 0.10 0.35 0.35 0.04 0.45 0.45 0.38 0.38 0.38 Shared Lane Traffic (%) v/c Ratio 0.42 0.49 0.76 0.47 0.13 0.63 0.39 0.23 0.50 0.74 0.22 Lane Group Flow (vph) 75 470 0 255 563 84 39 317 185 191 500 150 Control Delay 62.4 37.5 72.9 13.8 1.2 103.7 23.6 3.5 35.1 41.1 4.9 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 62.4 37.5 72.9 13.8 1.2 103.7 23.6 3.5 35.1 41.1 4.9 Median Width(m) 7.4 7.4 3.7 3.7 LOS ED EBAFCADDA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 41.0 29.3 22.5 33.3 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSDCCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 120 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 62 (52%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 105 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.76 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 31.4 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 74.1% ICU Level of Service D Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Prot NA Perm Perm NA Perm Protected Phases 7 4 3 8 5 2 6 Permitted Phases 8 2 6 6 Detector Phase 74 388522666

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2020 FBG PM HCM Signalized Intersection Capacity Analysis 2020 FBG PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 75 470 255 563 84 39 317 185 191 500 150 Lane Configurations v/c Ratio 0.42 0.49 0.76 0.47 0.13 0.63 0.39 0.23 0.50 0.74 0.22 Volume (vph) 75 445 25 255 563 84 39 317 185 191 500 150 Control Delay 62.4 37.5 72.9 13.8 1.2 103.7 23.6 3.5 35.1 41.1 4.9 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 62.4 37.5 72.9 13.8 1.2 103.7 23.6 3.5 35.1 41.1 4.9 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 8.9 48.1 26.5 40.6 0.9 9.3 48.5 0.0 35.1 103.6 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) 18.7 73.3 #55.6 56.1 m2.8 #31.3 81.9 16.8 68.5 #185.4 17.7 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 252.6 381.1 252.1 Satd. Flow (prot) 3288 3363 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.57 1.00 1.00 Base Capacity (vph) 183 959 347 1194 632 62 808 788 385 678 669 Satd. Flow (perm) 3288 3363 3288 3390 1517 1695 1784 1517 1014 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 75 445 25 255 563 84 39 317 185 191 500 150 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 040005600990093 Reduced v/c Ratio 0.41 0.49 0.73 0.47 0.13 0.63 0.39 0.23 0.50 0.74 0.22 Lane Group Flow (vph) 75 466 0 255 563 28 39 317 86 191 500 57 Intersection Summary Turn Type Prot NA Prot NA Perm Prot NA Perm Perm NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 6 Queue shown is maximum after two cycles. Permitted Phases 8 2 6 6 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 5.4 32.8 12.3 39.7 39.7 3.5 55.7 55.7 45.6 45.6 45.6 Effective Green, g (s) 5.4 32.8 12.3 39.7 39.7 3.5 55.7 55.7 45.6 45.6 45.6 Actuated g/C Ratio 0.05 0.27 0.10 0.33 0.33 0.03 0.46 0.46 0.38 0.38 0.38 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 919 337 1121 501 49 828 704 385 677 576 v/s Ratio Prot 0.02 0.14 c0.08 c0.17 0.02 c0.18 c0.28 v/s Ratio Perm 0.02 0.06 0.19 0.04 v/c Ratio 0.51 0.51 0.76 0.50 0.06 0.80 0.38 0.12 0.50 0.74 0.10 Uniform Delay, d1 56.0 36.8 52.4 32.2 27.4 57.9 20.9 18.3 28.4 32.1 24.0 Progression Factor 1.00 1.00 1.14 0.41 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.0 2.0 7.9 0.3 0.0 78.6 1.3 0.4 4.6 7.4 0.3 Delay (s) 59.0 38.8 67.7 13.4 27.4 136.5 22.3 18.6 33.0 39.5 24.3 Level of Service E D E B C F C B C D C Approach Delay (s) 41.6 30.1 29.3 35.3 Approach LOSDCCD Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.8 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2020 FBG PM Lanes, Volumes, Timings 2020 FBG PM 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Total Split (s) 92.0 92.0 92.0 92.0 28.0 28.0 Volume (vph) 695 124 33 1493 67 17 Total Split (%) 76.7% 76.7% 76.7% 76.7% 23.3% 23.3% Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Maximum Green (s) 85.0 85.0 85.0 85.0 21.0 21.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Frt 0.850 0.850 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flt Permitted 0.379 0.950 Lead/Lag Satd. Flow (perm) 3390 1517 676 3390 1695 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 124 17 Recall Mode C-Max C-Max None None Max Max Link Speed (k/h) 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 276.6 626.0 398.6 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Travel Time (s) 16.6 37.6 23.9 Pedestrian Calls (#/hr) 000000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 85.0 85.0 85.0 85.0 21.0 21.0 Adj. Flow (vph) 695 124 33 1493 67 17 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.18 0.18 Shared Lane Traffic (%) v/c Ratio 0.29 0.11 0.07 0.62 0.23 0.06 Lane Group Flow (vph) 695 124 33 1493 67 17 Control Delay 4.4 0.5 0.5 1.7 44.9 17.9 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Right Left Left Left Right Total Delay 4.4 0.5 0.5 1.7 44.9 17.9 Median Width(m) 7.4 7.4 3.7 LOS AAAADB Link Offset(m) 0.0 0.0 0.0 Approach Delay 3.8 1.6 39.4 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS A A D Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 14 24 24 14 Area Type: Other Number of Detectors 211211 Cycle Length: 120 Detector Template Thru Right Left Thru Left Right Actuated Cycle Length: 120 Leading Detector (m) 30.5 6.1 6.1 30.5 6.1 6.1 Offset: 21 (18%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 60 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Maximum v/c Ratio: 0.62 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 3.7 Intersection LOS: A Detector 1 Channel Intersection Capacity Utilization 59.1% ICU Level of Service B Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 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 Splits and Phases: 2: New N-S Arterial & Hazeldean Road Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm Perm NA NA Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Detector Phase 448822 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 25.0 25.0 25.0

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2020 FBG PM HCM Signalized Intersection Capacity Analysis 2020 FBG PM 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road 2: New N-S Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Movement EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 695 124 33 1493 67 17 Lane Configurations v/c Ratio 0.29 0.11 0.07 0.62 0.23 0.06 Volume (vph) 695 124 33 1493 67 17 Control Delay 4.4 0.5 0.5 1.7 44.9 17.9 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Total Delay 4.4 0.5 0.5 1.7 44.9 17.9 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Queue Length 50th (m) 18.6 0.7 0.1 2.6 13.7 0.0 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Queue Length 95th (m) 27.1 1.7 m0.1 3.2 30.2 7.4 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Internal Link Dist (m) 252.6 602.0 374.6 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Turn Bay Length (m) Flt Permitted 1.00 1.00 0.38 1.00 0.95 1.00 Base Capacity (vph) 2401 1110 478 2401 296 279 Satd. Flow (perm) 3390 1517 676 3390 1695 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000 Adj. Flow (vph) 695 124 33 1493 67 17 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 36 0 0 0 14 Reduced v/c Ratio 0.29 0.11 0.07 0.62 0.23 0.06 Lane Group Flow (vph) 695 88 33 1493 67 3 Intersection Summary Turn Type NA Perm Perm NA NA Perm m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 4 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 85.0 85.0 85.0 85.0 21.0 21.0 Effective Green, g (s) 85.0 85.0 85.0 85.0 21.0 21.0 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.18 0.18 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2401 1074 478 2401 296 265 v/s Ratio Prot 0.21 c0.44 c0.04 v/s Ratio Perm 0.06 0.05 0.00 v/c Ratio 0.29 0.08 0.07 0.62 0.23 0.01 Uniform Delay, d1 6.4 5.4 5.4 9.1 42.5 40.9 Progression Factor 0.63 0.35 0.05 0.08 1.00 1.00 Incremental Delay, d2 0.3 0.1 0.0 0.4 1.8 0.1 Delay (s) 4.3 2.0 0.3 1.1 44.3 41.0 Level of Service AAAADD Approach Delay (s) 4.0 1.1 43.6 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 3.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2020 FBG PM Lanes, Volumes, Timings 2020 FBG PM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Switch Phase Volume (vph) 42 1151 1444 164 148 71 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 32.3 32.3 30.9 Storage Length (m) 80.0 80.0 0.0 0.0 Total Split (s) 14.0 89.0 75.0 75.0 31.0 Storage Lanes 1 1 2 1 Total Split (%) 11.7% 74.2% 62.5% 62.5% 25.8% Taper Length (m) 15.0 15.0 Maximum Green (s) 7.0 82.7 68.7 68.7 25.1 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Yellow Time (s) 4.0 3.7 3.7 3.7 3.3 Frt 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 2.6 2.6 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Total Lost Time (s) 7.0 6.3 6.3 6.3 5.9 Flt Permitted 0.950 0.950 Lead/Lag Lead Lag Lag Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Lead-Lag Optimize? Yes Yes Yes Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 164 36 Recall Mode None C-Max None None Max Link Speed (k/h) 60 60 50 Walk Time (s) 0.0 7.0 7.0 7.0 Link Distance (m) 626.0 776.7 274.4 Flash Dont Walk (s) 0.0 19.0 19.0 18.0 Travel Time (s) 37.6 46.6 19.8 Pedestrian Calls (#/hr) 0000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 6.7 82.7 71.5 71.5 25.1 38.8 Adj. Flow (vph) 42 1151 1444 164 148 71 Actuated g/C Ratio 0.06 0.69 0.60 0.60 0.21 0.32 Shared Lane Traffic (%) v/c Ratio 0.45 0.49 0.72 0.17 0.22 0.14 Lane Group Flow (vph) 42 1151 1444 164 148 71 Control Delay 74.5 12.0 11.9 0.7 40.3 16.6 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Left Right Left Right Total Delay 74.5 12.0 11.9 0.7 40.3 16.6 Median Width(m) 7.4 7.4 7.4 LOS EBBADB Link Offset(m) 0.0 0.0 0.0 Approach Delay 14.2 10.8 32.6 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS B B C Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Area Type: Other Number of Detectors 122111 Cycle Length: 120 Detector Template Left Thru Thru Right Left Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 30.5 6.1 6.1 6.1 Offset: 90 (75%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 90 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Maximum v/c Ratio: 0.72 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 13.7 Intersection LOS: B Detector 1 Channel Intersection Capacity Utilization 56.9% ICU Level of Service B Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 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 Splits and Phases: 3: Hazeldean Road & Lowes Acces Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Perm NA custom Protected Phases 7 4 8 Permitted Phases 8 6 6 7 Detector Phase 748866 7

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2020 FBG PM HCM Signalized Intersection Capacity Analysis 2020 FBG PM 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road 3: Hazeldean Road & Lowes Acces 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 42 1151 1444 164 148 71 Lane Configurations v/c Ratio 0.45 0.49 0.72 0.17 0.22 0.14 Volume (vph) 42 1151 1444 164 148 71 Control Delay 74.5 12.0 11.9 0.7 40.3 16.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 6.3 5.9 5.9 Total Delay 74.5 12.0 11.9 0.7 40.3 16.6 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Queue Length 50th (m) 10.2 62.0 50.3 0.0 15.0 5.7 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Queue Length 95th (m) #24.7 85.9 m55.1 m0.0 27.0 18.9 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Internal Link Dist (m) 602.0 752.7 250.4 Satd. Flow (prot) 1695 3390 3390 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Base Capacity (vph) 98 2336 2019 970 687 518 Satd. Flow (perm) 1695 3390 3390 1517 3288 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000 Adj. Flow (vph) 42 1151 1444 164 148 71 Storage Cap Reductn 000000 RTOR Reduction (vph) 0 0 0 68 0 25 Reduced v/c Ratio 0.43 0.49 0.72 0.17 0.22 0.14 Lane Group Flow (vph) 42 1151 1444 96 148 46 Intersection Summary Turn Type Prot NA NA Perm NA custom # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 8 Queue shown is maximum after two cycles. Permitted Phases 8 6 6 7 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 5.6 82.7 70.1 70.1 25.1 36.6 Effective Green, g (s) 5.6 82.7 70.1 70.1 25.1 36.6 Actuated g/C Ratio 0.05 0.69 0.58 0.58 0.21 0.31 Clearance Time (s) 7.0 6.3 6.3 6.3 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 79 2336 1980 886 687 462 v/s Ratio Prot 0.02 c0.34 c0.43 v/s Ratio Perm 0.06 c0.05 0.03 v/c Ratio 0.53 0.49 0.73 0.11 0.22 0.10 Uniform Delay, d1 55.9 8.8 18.1 11.1 39.3 29.9 Progression Factor 1.07 1.27 0.61 0.31 1.00 1.00 Incremental Delay, d2 6.8 0.7 0.5 0.0 0.7 0.1 Delay (s) 66.8 11.9 11.6 3.5 40.0 30.0 Level of Service EBBADC Approach Delay (s) 13.8 10.7 36.8 Approach LOS B B D Intersection Summary HCM 2000 Control Delay 13.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.2 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 11 LM Page 12 Lanes, Volumes, Timings 2020 FBG PM Lanes, Volumes, Timings 2020 FBG PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 42.0 42.0 11.0 32.0 32.0 11.2 31.2 31.2 11.2 31.2 31.2 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 23.0 42.0 42.0 13.0 32.0 32.0 20.2 43.8 43.8 21.2 44.8 44.8 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 19.2% 35.0% 35.0% 10.8% 26.7% 26.7% 16.8% 36.5% 36.5% 17.7% 37.3% 37.3% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 16.7 35.7 35.7 6.7 25.7 25.7 13.7 37.3 37.3 14.7 38.3 38.3 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 268 205 204 241 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 16.7 35.3 35.3 6.7 25.3 25.3 14.1 39.2 39.2 13.2 38.3 38.3 Adj. Flow (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Actuated g/C Ratio 0.14 0.29 0.29 0.06 0.21 0.21 0.12 0.33 0.33 0.11 0.32 0.32 Shared Lane Traffic (%) v/c Ratio 1.00 0.47 0.49 1.01 0.91 0.31 0.95 0.36 0.18 0.67 0.98 0.97 Lane Group Flow (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Control Delay 119.4 32.5 15.0 200.2 68.0 3.3 107.8 32.4 0.6 61.0 77.9 72.6 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 119.4 32.5 15.0 200.2 68.0 3.3 107.8 32.4 0.6 61.0 77.9 72.6 Median Width(m) 7.4 7.4 7.4 7.4 LOS FCBFEAFCAEEE Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 60.3 83.1 60.0 74.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS E F E E Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 120 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 120 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 120 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 1.01 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 70.0 Intersection LOS: E Detector 1 Channel Intersection Capacity Utilization 95.9% ICU Level of Service F Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 13 LM Page 14 Queues 2020 FBG PM HCM Signalized Intersection Capacity Analysis 2020 FBG PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Lane Configurations v/c Ratio 1.00 0.47 0.49 1.01 0.91 0.31 0.95 0.36 0.18 0.67 0.98 0.97 Volume (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Control Delay 119.4 32.5 15.0 200.2 68.0 3.3 107.8 32.4 0.6 61.0 77.9 72.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 119.4 32.5 15.0 200.2 68.0 3.3 107.8 32.4 0.6 61.0 77.9 72.6 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) ~54.1 56.4 36.2 ~23.0 78.4 0.0 45.1 37.8 0.0 28.2 129.0 100.4 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) #105.0 82.6 51.2 #54.6 #132.3 10.6 #88.9 59.0 0.3 46.5 #208.3 #219.8 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 457 1008 639 183 726 485 386 1107 633 402 1081 648 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 459 469 312 185 647 150 367 396 111 241 1056 628 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 189 0 0 118 0 0 75 0 0 164 Reduced v/c Ratio 1.00 0.47 0.49 1.01 0.89 0.31 0.95 0.36 0.18 0.60 0.98 0.97 Lane Group Flow (vph) 459 469 123 185 647 32 367 396 36 241 1056 464 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm ~ Volume exceeds capacity, queue is theoretically infinite. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 # 95th percentile volume exceeds capacity, queue may be longer. Actuated Green, G (s) 16.7 35.3 35.3 6.7 25.3 25.3 14.1 39.2 39.2 13.2 38.3 38.3 Queue shown is maximum after two cycles. Effective Green, g (s) 16.7 35.3 35.3 6.7 25.3 25.3 14.1 39.2 39.2 13.2 38.3 38.3 Actuated g/C Ratio 0.14 0.29 0.29 0.06 0.21 0.21 0.12 0.33 0.33 0.11 0.32 0.32 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 457 997 446 183 714 319 386 1107 495 361 1081 484 v/s Ratio Prot c0.14 0.14 0.06 c0.19 c0.11 0.12 0.07 c0.31 v/s Ratio Perm 0.08 0.02 0.02 0.31 v/c Ratio 1.00 0.47 0.28 1.01 0.91 0.10 0.95 0.36 0.07 0.67 0.98 0.96 Uniform Delay, d1 51.6 34.7 32.5 56.6 46.2 38.2 52.6 30.8 27.9 51.3 40.4 40.1 Progression Factor 0.64 0.89 1.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 84.2 0.3 0.3 144.0 18.4 0.1 52.2 0.9 0.3 4.7 37.2 51.0 Delay (s) 117.4 31.2 63.1 200.6 64.6 38.3 104.8 31.7 28.2 56.0 77.6 91.1 Level of Service F C E F E D F C C E E F Approach Delay (s) 71.1 86.2 61.9 79.3 Approach LOS E F E E Intersection Summary HCM 2000 Control Delay 75.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 95.9% ICU Level of Service F Analysis Period (min) 60 c Critical Lane Group

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 15 LM Page 16 Appendix E-3: 2020 Total Future Conditions

Lanes, Volumes, Timings 2020 Total AM Lanes, Volumes, Timings 2020 Total AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 114 785 49 164 382 287 27 423 264 122 188 62 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 14.0 45.0 17.0 48.0 48.0 48.0 48.0 48.0 48.0 48.0 48.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 12.7% 40.9% 15.5% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 7.0 38.7 10.0 41.7 41.7 41.4 41.4 41.4 41.4 41.4 41.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.991 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3360 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.618 0.335 Lead/Lag Lead Lag Lead Lag Lag Satd. Flow (perm) 3288 3360 0 3288 3390 1517 1103 1784 1517 598 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 6 230 214 102 Recall Mode None C-Max None None None Max Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 272.6 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 16.4 24.3 16.6 Pedestrian Calls (#/hr) 0 00000000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 6.9 39.2 9.5 41.8 41.8 41.4 41.4 41.4 41.4 41.4 41.4 Adj. Flow (vph) 114 785 49 164 382 287 27 423 264 122 188 62 Actuated g/C Ratio 0.06 0.36 0.09 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 Shared Lane Traffic (%) v/c Ratio 0.55 0.69 0.58 0.30 0.40 0.07 0.63 0.38 0.54 0.28 0.10 Lane Group Flow (vph) 114 834 0 164 382 287 27 423 264 122 188 62 Control Delay 60.9 33.9 63.3 16.8 5.5 22.6 33.3 7.3 38.0 25.4 1.6 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 60.9 33.9 63.3 16.8 5.5 22.6 33.3 7.3 38.0 25.4 1.6 Median Width(m) 7.4 7.4 3.7 3.7 LOS EC EBACCADCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 37.2 22.0 23.3 25.6 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSDCCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 110 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 37 (34%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.69 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 27.8 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 82.2% ICU Level of Service E Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2020 Total AM HCM Signalized Intersection Capacity Analysis 2020 Total AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 114 834 164 382 287 27 423 264 122 188 62 Lane Configurations v/c Ratio 0.55 0.69 0.58 0.30 0.40 0.07 0.63 0.38 0.54 0.28 0.10 Volume (vph) 114 785 49 164 382 287 27 423 264 122 188 62 Control Delay 60.9 33.9 63.3 16.8 5.5 22.6 33.3 7.3 38.0 25.4 1.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 60.9 33.9 63.3 16.8 5.5 22.6 33.3 7.3 38.0 25.4 1.6 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 12.4 79.8 17.2 18.0 2.9 3.7 73.4 6.8 20.3 27.8 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) #25.2 118.8 31.2 35.8 21.5 10.8 124.7 33.3 #48.4 51.0 4.6 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 248.6 381.1 252.1 Satd. Flow (prot) 3288 3360 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.62 1.00 1.00 0.34 1.00 1.00 Base Capacity (vph) 209 1202 298 1287 718 415 671 704 225 671 634 Satd. Flow (perm) 3288 3360 3288 3390 1517 1102 1784 1517 598 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 114 785 49 164 382 287 27 423 264 122 188 62 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 04000143001330039 Reduced v/c Ratio 0.55 0.69 0.55 0.30 0.40 0.07 0.63 0.38 0.54 0.28 0.10 Lane Group Flow (vph) 114 830 0 164 382 144 27 423 131 122 188 23 Intersection Summary Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 2 6 Queue shown is maximum after two cycles. Permitted Phases 8 2 2 6 6 Actuated Green, G (s) 6.9 39.2 9.5 41.8 41.8 41.4 41.4 41.4 41.4 41.4 41.4 Effective Green, g (s) 6.9 39.2 9.5 41.8 41.8 41.4 41.4 41.4 41.4 41.4 41.4 Actuated g/C Ratio 0.06 0.36 0.09 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 206 1197 283 1288 576 414 671 570 225 671 570 v/s Ratio Prot 0.03 c0.25 c0.05 c0.11 c0.24 0.11 v/s Ratio Perm 0.10 0.02 0.09 0.20 0.02 v/c Ratio 0.55 0.69 0.58 0.30 0.25 0.07 0.63 0.23 0.54 0.28 0.04 Uniform Delay, d1 50.1 30.3 48.3 23.8 23.4 21.9 28.0 23.4 26.9 23.9 21.7 Progression Factor 1.00 1.00 1.13 0.67 0.66 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.2 3.4 2.8 0.1 0.2 0.3 4.5 0.9 9.4 1.0 0.1 Delay (s) 53.3 33.6 57.4 16.2 15.7 22.2 32.6 24.3 36.2 25.0 21.9 Level of Service DC EBBCCCDCC Approach Delay (s) 36.0 24.1 29.1 28.1 Approach LOSDCCC Intersection Summary HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.9 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2020 Total AM Lanes, Volumes, Timings 2020 Total AM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Switch Phase Volume (vph) 1140 29 8 714 115 32 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Minimum Split (s) 25.0 25.0 11.0 25.0 11.0 25.0 Storage Length (m) 40.0 40.0 40.0 40.0 Total Split (s) 70.0 70.0 13.0 83.0 27.0 27.0 Storage Lanes 1 1 1 0 Total Split (%) 63.6% 63.6% 11.8% 75.5% 24.5% 24.5% Taper Length (m) 15.0 15.0 Maximum Green (s) 63.0 63.0 6.0 76.0 20.0 20.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Frt 0.850 0.850 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Flt Protected 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flt Permitted 0.950 0.950 Lead/Lag Lag Lag Lead Satd. Flow (perm) 3390 1517 1695 3390 1695 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 23 32 Recall Mode C-Max C-Max None None None Max Link Speed (k/h) 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 Link Distance (m) 272.6 630.0 411.6 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Travel Time (s) 16.4 37.8 24.7 Pedestrian Calls (#/hr) 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 73.4 73.4 5.8 76.0 20.0 20.0 Adj. Flow (vph) 1140 29 8 714 115 32 Actuated g/C Ratio 0.67 0.67 0.05 0.69 0.18 0.18 Shared Lane Traffic (%) v/c Ratio 0.50 0.03 0.09 0.30 0.37 0.11 Lane Group Flow (vph) 1140 29 8 714 115 32 Control Delay 4.2 0.9 60.0 4.1 43.6 13.6 Enter Blocked Intersection No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Right Left Left Left Right Total Delay 4.2 0.9 60.0 4.1 43.6 13.6 Median Width(m) 7.4 7.4 3.7 LOS AAEADB Link Offset(m) 0.0 0.0 0.0 Approach Delay 4.2 4.7 37.1 Crosswalk Width(m) 1.6 1.6 1.6 Approach LOS A A D Two way Left Turn Lane Intersection Summary Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 14 24 24 14 Area Type: Other Number of Detectors 211211 Cycle Length: 110 Detector Template Thru Right Left Thru Left Right Actuated Cycle Length: 110 Leading Detector (m) 30.5 6.1 6.1 30.5 6.1 6.1 Offset: 44 (40%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 65 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Maximum v/c Ratio: 0.50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 6.7 Intersection LOS: A Detector 1 Channel Intersection Capacity Utilization 51.7% ICU Level of Service A Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 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 Splits and Phases: 2: North-South Arterial & Hazeldean Road Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm Prot NA NA custom Protected Phases 4 3 8 5 Permitted Phases 4 2 Detector Phase 443852

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2020 Total AM HCM Signalized Intersection Capacity Analysis 2020 Total AM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Movement EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 1140 29 8 714 115 32 Lane Configurations v/c Ratio 0.50 0.03 0.09 0.30 0.37 0.11 Volume (vph) 1140 29 8 714 115 32 Control Delay 4.2 0.9 60.0 4.1 43.6 13.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Total Delay 4.2 0.9 60.0 4.1 43.6 13.6 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Queue Length 50th (m) 18.6 0.0 1.5 14.0 21.9 0.0 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Queue Length 95th (m) 31.8 m0.3 m5.5 25.3 43.9 9.8 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Internal Link Dist (m) 248.6 606.0 387.6 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Turn Bay Length (m) 40.0 40.0 40.0 40.0 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Base Capacity (vph) 2262 1020 92 2342 308 302 Satd. Flow (perm) 3390 1517 1695 3390 1695 1517 Starvation Cap Reductn 000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000 Adj. Flow (vph) 1140 29 8 714 115 32 Storage Cap Reductn 000000 RTOR Reduction (vph) 0900026 Reduced v/c Ratio 0.50 0.03 0.09 0.30 0.37 0.11 Lane Group Flow (vph) 1140 20 8 714 115 6 Intersection Summary Turn Type NA Perm Prot NA NA custom m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 4 3 8 5 Permitted Phases 4 2 Actuated Green, G (s) 67.8 67.8 1.2 76.0 20.0 20.0 Effective Green, g (s) 67.8 67.8 1.2 76.0 20.0 20.0 Actuated g/C Ratio 0.62 0.62 0.01 0.69 0.18 0.18 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2089 935 18 2342 308 275 v/s Ratio Prot c0.34 0.00 c0.21 c0.07 v/s Ratio Perm 0.01 0.00 v/c Ratio 0.55 0.02 0.44 0.30 0.37 0.02 Uniform Delay, d1 12.2 8.2 54.1 6.7 39.5 37.0 Progression Factor 0.36 0.22 1.17 0.55 1.00 1.00 Incremental Delay, d2 0.8 0.0 16.6 0.1 0.8 0.1 Delay (s) 5.2 1.8 79.8 3.8 40.3 37.1 Level of Service AAEADD Approach Delay (s) 5.1 4.6 39.6 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2020 Total AM Lanes, Volumes, Timings 2020 Total AM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 16 1445 37 19 563 50 142 0 70 33 0 15 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 25.0 11.0 32.3 32.3 25.0 25.0 11.0 30.9 Storage Length (m) 80.0 80.0 80.0 80.0 30.0 0.0 0.0 0.0 Total Split (s) 11.0 63.0 63.0 11.0 63.0 63.0 25.0 25.0 11.0 36.0 Storage Lanes 1 1 1 1 1 0 2 0 Total Split (%) 10.0% 57.3% 57.3% 10.0% 57.3% 57.3% 22.7% 22.7% 10.0% 32.7% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 4.0 56.7 56.7 4.0 56.7 56.7 18.0 18.0 4.0 30.1 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Yellow Time (s) 4.0 3.7 3.7 4.0 3.7 3.7 4.0 4.0 4.0 3.3 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 3.0 2.6 2.6 3.0 3.0 3.0 2.6 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 0 3288 1517 0 Total Lost Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Flt Permitted 0.950 0.950 0.748 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1335 1517 0 3288 1517 0 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 179 179 172 318 Recall Mode None C-Max C-Max None None None None None None Max Link Speed (k/h) 60 60 50 50 Walk Time (s) 0.0 0.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 630.0 776.7 649.2 274.4 Flash Dont Walk (s) 0.0 0.0 19.0 19.0 11.0 11.0 18.0 Travel Time (s) 37.8 46.6 46.7 19.8 Pedestrian Calls (#/hr) 0 0 0000 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 4.0 63.3 63.3 4.0 63.3 63.3 22.4 22.4 4.0 30.1 Adj. Flow (vph) 16 1445 37 19 563 50 142 0 70 33 0 15 Actuated g/C Ratio 0.04 0.58 0.58 0.04 0.58 0.58 0.20 0.20 0.04 0.27 Shared Lane Traffic (%) v/c Ratio 0.26 0.74 0.04 0.31 0.29 0.05 0.52 0.16 0.28 0.02 Lane Group Flow (vph) 16 1445 37 19 563 50 142 70 0 33 15 0 Control Delay 80.2 10.6 0.1 73.5 5.2 0.1 49.2 0.8 57.7 0.1 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 80.2 10.6 0.1 73.5 5.2 0.1 49.2 0.8 57.7 0.1 Median Width(m) 7.4 7.4 7.4 7.4 LOS FBAEAADA EA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 11.1 6.9 33.2 39.7 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS B A C D Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 12112112 12 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Offset: 88 (80%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 90 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Maximum v/c Ratio: 0.74 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 12.5 Intersection LOS: B Detector 1 Channel Intersection Capacity Utilization 68.2% ICU Level of Service C Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 3: Main N-S Road/Lowes Acces & Hazeldean Road 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 Prot NA Perm Prot NA Perm Perm NA Prot NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438822 16

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2020 Total AM HCM Signalized Intersection Capacity Analysis 2020 Total AM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 16 1445 37 19 563 50 142 70 33 15 Lane Configurations v/c Ratio 0.26 0.74 0.04 0.31 0.29 0.05 0.52 0.16 0.28 0.02 Volume (vph) 16 1445 37 19 563 50 142 0 70 33 0 15 Control Delay 80.2 10.6 0.1 73.5 5.2 0.1 49.2 0.8 57.7 0.1 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Total Delay 80.2 10.6 0.1 73.5 5.2 0.1 49.2 0.8 57.7 0.1 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Queue Length 50th (m) 3.2 38.8 0.0 4.3 7.8 0.0 28.9 0.0 3.6 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Queue Length 95th (m) m8.4 #218.1 m0.0 m11.5 21.5 m0.0 #64.8 0.0 9.7 0.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Internal Link Dist (m) 606.0 752.7 625.2 250.4 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 80.0 80.0 30.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.75 1.00 0.95 1.00 Base Capacity (vph) 61 1950 948 61 1950 948 271 446 119 646 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1334 1517 3288 1517 Starvation Cap Reductn 0000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 0000000000 Adj. Flow (vph) 16 1445 37 19 563 50 142 0 70 33 0 15 Storage Cap Reductn 0000000000 RTOR Reduction (vph) 0 0 18 0 0 24 0 56 0 0 11 0 Reduced v/c Ratio 0.26 0.74 0.04 0.31 0.29 0.05 0.52 0.16 0.28 0.02 Lane Group Flow (vph) 16 1445 19 19 563 26 142 14 0 33 4 0 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Perm NA Prot NA # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 2 1 6 Queue shown is maximum after two cycles. Permitted Phases 4 8 2 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 1.6 56.3 56.3 1.6 56.3 56.3 22.4 22.4 2.4 32.9 Effective Green, g (s) 1.6 56.3 56.3 1.6 56.3 56.3 22.4 22.4 2.4 32.9 Actuated g/C Ratio 0.01 0.51 0.51 0.01 0.51 0.51 0.20 0.20 0.02 0.30 Clearance Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 24 1735 776 24 1735 776 271 308 71 453 v/s Ratio Prot 0.01 c0.43 c0.01 0.17 0.01 c0.01 0.00 v/s Ratio Perm 0.01 0.02 c0.11 v/c Ratio 0.67 0.83 0.02 0.79 0.32 0.03 0.52 0.05 0.46 0.01 Uniform Delay, d1 53.9 22.8 13.3 54.0 15.7 13.3 39.0 35.2 53.2 27.1 Progression Factor 1.35 0.43 1.00 1.17 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 60.9 4.8 0.1 131.4 0.1 0.0 1.8 0.1 4.8 0.0 Delay (s) 133.9 14.7 13.3 194.6 6.1 13.3 40.9 35.3 58.0 27.1 Level of Service F B B F A B D D E C Approach Delay (s) 15.9 12.3 39.0 48.3 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 17.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.3 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 11 LM Page 12 Lanes, Volumes, Timings 2020 Total AM Lanes, Volumes, Timings 2020 Total AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 26.0 46.0 46.0 12.0 32.0 32.0 18.7 39.1 39.1 12.9 33.3 33.3 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 23.6% 41.8% 41.8% 10.9% 29.1% 29.1% 17.0% 35.5% 35.5% 11.7% 30.3% 30.3% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 19.7 39.7 39.7 5.7 25.7 25.7 12.2 32.6 32.6 6.4 26.8 26.8 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 230 224 222 229 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 19.7 31.4 31.4 5.7 15.0 15.0 12.3 39.1 39.1 10.6 37.4 37.4 Adj. Flow (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Actuated g/C Ratio 0.18 0.29 0.29 0.05 0.14 0.14 0.11 0.36 0.36 0.10 0.34 0.34 Shared Lane Traffic (%) v/c Ratio 0.97 0.66 0.39 0.43 0.58 0.25 0.57 0.80 0.21 0.51 0.37 0.34 Lane Group Flow (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Control Delay 73.8 20.1 5.2 58.9 49.1 1.5 52.5 39.6 1.0 53.1 30.0 5.8 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 73.8 20.1 5.2 58.9 49.1 1.5 52.5 39.6 1.0 53.1 30.0 5.8 Median Width(m) 7.4 7.4 7.4 7.4 LOS ECAEDADDADCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 39.0 40.1 37.5 27.7 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSDDDC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 105 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.97 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 36.3 Intersection LOS: D Detector 1 Channel Intersection Capacity Utilization 79.3% ICU Level of Service D Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 13 LM Page 14 Queues 2020 Total AM HCM Signalized Intersection Capacity Analysis 2020 Total AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Lane Configurations v/c Ratio 0.97 0.66 0.39 0.43 0.58 0.25 0.57 0.80 0.21 0.51 0.37 0.34 Volume (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Control Delay 73.8 20.1 5.2 58.9 49.1 1.5 52.5 39.6 1.0 53.1 30.0 5.8 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 73.8 20.1 5.2 58.9 49.1 1.5 52.5 39.6 1.0 53.1 30.0 5.8 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) 53.6 69.7 15.5 7.9 28.9 0.0 22.3 97.8 0.0 16.9 35.2 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) m#107.5 m59.9 m14.8 17.1 44.0 0.0 37.1 #179.2 5.3 31.0 64.0 26.6 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 588 1223 694 170 792 526 395 1206 682 316 1153 667 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 568 634 230 73 267 98 210 970 143 160 422 229 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 164 0 0 83 0 0 94 0 0 154 Reduced v/c Ratio 0.97 0.52 0.33 0.43 0.34 0.19 0.53 0.80 0.21 0.51 0.37 0.34 Lane Group Flow (vph) 568 634 66 73 267 15 210 970 49 160 422 75 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 19.7 31.4 31.4 4.6 16.3 16.3 12.3 37.8 37.8 10.6 36.1 36.1 Effective Green, g (s) 19.7 31.4 31.4 4.6 16.3 16.3 12.3 37.8 37.8 10.6 36.1 36.1 Actuated g/C Ratio 0.18 0.29 0.29 0.04 0.15 0.15 0.11 0.34 0.34 0.10 0.33 0.33 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 588 967 433 137 502 224 367 1164 521 316 1112 497 v/s Ratio Prot c0.17 c0.19 0.02 0.08 c0.06 c0.29 0.05 0.12 v/s Ratio Perm 0.04 0.01 0.03 0.05 v/c Ratio 0.97 0.66 0.15 0.53 0.53 0.06 0.57 0.83 0.09 0.51 0.38 0.15 Uniform Delay, d1 44.8 34.5 29.4 51.6 43.3 40.3 46.4 33.2 24.5 47.2 28.4 26.1 Progression Factor 0.78 0.50 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.8 1.1 0.1 4.0 1.1 0.1 2.2 7.5 0.4 1.3 1.0 0.6 Delay (s) 70.5 18.6 29.8 55.6 44.4 40.4 48.5 40.7 24.8 48.5 29.3 26.8 Level of Service EBCEDDDDCDCC Approach Delay (s) 41.0 45.4 40.3 32.4 Approach LOSDDDC Intersection Summary HCM 2000 Control Delay 39.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 15 LM Page 16 Lanes, Volumes, Timings 2020 Total AM HCM Unsignalized Intersection Capacity Analysis 2020 Total AM 5: Main N-S Road & Internal 1 590 Hazeldean Road 5: Main N-S Road & Internal 1 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Right Turn Channelized Volume (vph) 00000709402280 Volume (veh/h) 00000709402280 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Hourly flow rate (vph)00000709402280 Frt 0.865 Approach Volume (veh/h) 0 7 94 30 Flt Protected 0.997 Crossing Volume (veh/h) 30 94 2 0 Satd. Flow (prot) 0 1784 0 0 1543 0 0 1784 0 0 1779 0 High Capacity (veh/h) 1353 1287 1382 1385 Flt Permitted 0.997 High v/c (veh/h) 0.00 0.01 0.07 0.02 Satd. Flow (perm) 0 1784 0 0 1543 0 0 1784 0 0 1779 0 Low Capacity (veh/h) 1132 1072 1159 1161 Link Speed (k/h) 50 50 50 50 Low v/c (veh/h) 0.00 0.01 0.08 0.03 Link Distance (m) 149.7 175.3 618.5 649.2 Intersection Summary Travel Time (s) 10.8 12.6 44.5 46.7 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum v/c High 0.07 Adj. Flow (vph) 00000709402280 Maximum v/c Low 0.08 Shared Lane Traffic (%) Intersection Capacity Utilization 15.2% ICU Level of Service A Lane Group Flow (vph) 00007009400300 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 3.7 3.7 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 Yield Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 60

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 17 LM Page 18 HCM 2010 Roundabout 2020 Total AM Lanes, Volumes, Timings 2020 Total AM 5: Main N-S Road & Internal 1 590 Hazeldean Road 6: Internal 2 & Main N-S Road 590 Hazeldean Road

Intersection Lane Group EBL EBT WBT WBR SBL SBR Intersection Delay, s/veh 3.8 Lane Configurations Intersection LOS A Volume (vph) 0 3 10 46 16 0 Approach EB WB NB SB Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Entry Lanes 1111 Frt 0.889 Conflicting Circle Lanes 1111 Flt Protected 0.950 Adj Approach Flow, veh/h 0 7 94 30 Satd. Flow (prot) 0 1784 1586 0 1695 0 Demand Flow Rate, veh/h 0 7 96 31 Flt Permitted 0.950 Vehicles Circulating, veh/h 31 96 2 0 Satd. Flow (perm) 0 1784 1586 0 1695 0 Vehicles Exiting, veh/h 0 2 29 103 Link Speed (k/h) 50 50 50 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Link Distance (m) 133.4 145.8 618.5 Ped Vol Crossing Leg, #/h 0000 Travel Time (s) 9.6 10.5 44.5 Ped Cap Adj 1.000 1.000 1.000 1.000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Approach Delay, s/veh 0.0 3.6 4.0 3.5 Adj. Flow (vph) 0 3 10 46 16 0 Approach LOS - A A A Shared Lane Traffic (%) Lane Left Left Left Left Lane Group Flow (vph) 0 3 56 0 16 0 Designated Moves LTR LTR LTR LTR Enter Blocked Intersection No No No No No No Assumed Moves LTR LTR LTR LTR Lane Alignment Left Left Left Right Left Right RT Channelized Median Width(m) 0.0 0.0 3.7 Lane Util 1.000 1.000 1.000 1.000 Link Offset(m) 0.0 0.0 0.0 Critical Headway, s 5.193 5.193 5.193 5.193 Crosswalk Width(m) 1.6 1.6 1.6 Entry Flow, veh/h 0 7 96 31 Two way Left Turn Lane Cap Entry Lane, veh/h 1095 1027 1128 1130 Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Entry HV Adj Factor 1.000 1.000 0.980 0.982 Turning Speed (k/h) 24 14 24 14 Flow Entry, veh/h 0 7 94 30 Sign Control Stop Stop Stop Cap Entry, veh/h 1095 1027 1106 1109 Intersection Summary V/C Ratio 0.000 0.007 0.085 0.027 Area Type: Other Control Delay, s/veh 3.3 3.6 4.0 3.5 Control Type: Unsignalized LOSAAAA Intersection Capacity Utilization 13.5% ICU Level of Service A 95th %tile Queue, veh 0000 Analysis Period (min) 60

8/29/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 19 LM Page 19 HCM Unsignalized Intersection Capacity Analysis 2020 Total AM Lanes, Volumes, Timings 2020 Total PM 6: Internal 2 & Main N-S Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT WBT WBR SBL SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Sign Control Stop Stop Stop Volume (vph) 75 451 25 255 563 155 39 317 185 322 500 150 Volume (vph) 0 3 10 46 16 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Hourly flow rate (vph) 0 3 10 46 16 0 Storage Lanes 2 0 2 1 1 1 1 1 Taper Length (m) 15.0 15.0 15.0 15.0 Direction, Lane # EB 1 WB 1 SB 1 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Total (vph) 3 56 16 Frt 0.992 0.850 0.850 0.850 Volume Left (vph) 0 0 16 Flt Protected 0.950 0.950 0.950 0.950 Volume Right (vph) 0 46 0 Satd. Flow (prot) 3288 3363 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Hadj (s) 0.03 -0.46 0.23 Flt Permitted 0.950 0.950 0.322 0.494 Departure Headway (s) 4.0 3.5 4.2 Satd. Flow (perm) 3288 3363 0 3288 3390 1517 575 1784 1517 881 1784 1517 Degree Utilization, x 0.00 0.05 0.02 Right Turn on Red Yes Yes Yes Yes Capacity (veh/h) 884 1024 825 Satd. Flow (RTOR) 5 155 185 150 Control Delay (s) 7.0 6.7 7.3 Link Speed (k/h) 60 60 60 60 Approach Delay (s) 7.0 6.7 7.3 Link Distance (m) 287.6 272.6 405.1 276.1 Approach LOS A A A Travel Time (s) 17.3 16.4 24.3 16.6 Intersection Summary Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay 6.8 Adj. Flow (vph) 75 451 25 255 563 155 39 317 185 322 500 150 Level of Service A Shared Lane Traffic (%) Intersection Capacity Utilization 13.5% ICU Level of Service A Lane Group Flow (vph) 75 476 0 255 563 155 39 317 185 322 500 150 Analysis Period (min) 60 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) 7.4 7.4 3.7 3.7 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 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 20 LM Page 1 Lanes, Volumes, Timings 2020 Total PM Queues 2020 Total PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Lane Group Flow (vph) 75 476 255 563 155 39 317 185 322 500 150 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.46 0.51 0.79 0.48 0.25 0.15 0.39 0.23 0.79 0.61 0.19 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Control Delay 65.1 38.8 67.9 15.0 4.8 20.6 22.9 3.4 45.4 28.1 3.5 Total Split (s) 13.0 39.0 19.0 45.0 45.0 62.0 62.0 62.0 62.0 62.0 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 10.8% 32.5% 15.8% 37.5% 37.5% 51.7% 51.7% 51.7% 51.7% 51.7% 51.7% Total Delay 65.1 38.8 67.9 15.0 4.8 20.6 22.9 3.4 45.4 28.1 3.5 Maximum Green (s) 6.0 32.7 12.0 38.7 38.7 55.4 55.4 55.4 55.4 55.4 55.4 Queue Length 50th (m) 9.0 49.5 27.3 51.6 9.0 5.2 47.7 0.0 62.8 86.0 0.0 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Queue Length 95th (m) 18.8 75.3 m#58.2 70.4 m15.9 14.1 80.5 16.6 #137.5 143.0 14.7 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Internal Link Dist (m) 263.6 248.6 381.1 252.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Base Capacity (vph) 164 926 328 1166 623 265 823 799 406 823 781 Lead/Lag Lead Lag Lead Lag Lag Starvation Cap Reductn 00000000000 Lead-Lag Optimize? Spillback Cap Reductn 00000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 00000000000 Recall Mode None C-Max None None None Max Max Max Max Max Max Reduced v/c Ratio 0.46 0.51 0.78 0.48 0.25 0.15 0.39 0.23 0.79 0.61 0.19 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Pedestrian Calls (#/hr) 0 00000000 # 95th percentile volume exceeds capacity, queue may be longer. Act Effct Green (s) 6.0 32.9 11.8 41.3 41.3 55.4 55.4 55.4 55.4 55.4 55.4 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.05 0.27 0.10 0.34 0.34 0.46 0.46 0.46 0.46 0.46 0.46 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.46 0.51 0.79 0.48 0.25 0.15 0.39 0.23 0.79 0.61 0.19 Control Delay 65.1 38.8 67.9 15.0 4.8 20.6 22.9 3.4 45.4 28.1 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.1 38.8 67.9 15.0 4.8 20.6 22.9 3.4 45.4 28.1 3.5 LOS ED EBACCADCA Approach Delay 42.4 27.3 16.1 30.0 Approach LOS D C B C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 60

Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 2 LM Page 3 HCM Signalized Intersection Capacity Analysis 2020 Total PM Lanes, Volumes, Timings 2020 Total PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 75 451 25 255 563 155 39 317 185 322 500 150 Volume (vph) 840 116 33 1572 62 17 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Storage Length (m) 40.0 40.0 40.0 40.0 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Storage Lanes 1 1 1 0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Taper Length (m) 15.0 15.0 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3288 3363 3288 3390 1517 1695 1784 1517 1695 1784 1517 Frt 0.850 0.850 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.32 1.00 1.00 0.49 1.00 1.00 Flt Protected 0.950 0.950 Satd. Flow (perm) 3288 3363 3288 3390 1517 575 1784 1517 882 1784 1517 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 Adj. Flow (vph) 75 451 25 255 563 155 39 317 185 322 500 150 Satd. Flow (perm) 3390 1517 1695 3390 1695 1517 RTOR Reduction (vph) 04000103001000081 Right Turn on Red Yes Yes Lane Group Flow (vph) 75 472 0 255 563 52 39 317 85 322 500 69 Satd. Flow (RTOR) 116 17 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Link Speed (k/h) 60 60 60 Protected Phases 7 4 3 8 2 6 Link Distance (m) 272.6 630.0 411.6 Permitted Phases 8 2 2 6 6 Travel Time (s) 16.4 37.8 24.7 Actuated Green, G (s) 4.8 32.9 11.8 39.9 39.9 55.4 55.4 55.4 55.4 55.4 55.4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 4.8 32.9 11.8 39.9 39.9 55.4 55.4 55.4 55.4 55.4 55.4 Adj. Flow (vph) 840 116 33 1572 62 17 Actuated g/C Ratio 0.04 0.27 0.10 0.33 0.33 0.46 0.46 0.46 0.46 0.46 0.46 Shared Lane Traffic (%) Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Lane Group Flow (vph) 840 116 33 1572 62 17 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No Lane Grp Cap (vph) 131 922 323 1127 504 265 823 700 407 823 700 Lane Alignment Left Right Left Left Left Right v/s Ratio Prot 0.02 0.14 c0.08 c0.17 0.18 0.28 Median Width(m) 7.4 7.4 3.7 v/s Ratio Perm 0.03 0.07 0.06 c0.37 0.05 Link Offset(m) 0.0 0.0 0.0 v/c Ratio 0.57 0.51 0.79 0.50 0.10 0.15 0.39 0.12 0.79 0.61 0.10 Crosswalk Width(m) 1.6 1.6 1.6 Uniform Delay, d1 56.6 36.8 52.9 32.1 27.7 18.7 21.1 18.4 27.4 24.2 18.2 Two way Left Turn Lane Progression Factor 1.00 1.00 0.98 0.43 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Incremental Delay, d2 6.1 2.0 10.4 0.3 0.1 1.2 1.4 0.4 16.1 3.4 0.3 Turning Speed (k/h) 14 24 24 14 Delay (s) 62.7 38.8 62.0 14.2 24.1 19.8 22.5 18.8 43.5 27.5 18.5 Number of Detectors 211211 Level of Service E D E B C B C B D C B Detector Template Thru Right Left Thru Left Right Approach Delay (s) 42.1 28.3 21.0 31.4 Leading Detector (m) 30.5 6.1 6.1 30.5 6.1 6.1 Approach LOSDCCC Trailing Detector (m) 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 Intersection Summary Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 HCM 2000 Control Delay 30.5 HCM 2000 Level of Service C Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.71 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.9 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 80.2% ICU Level of Service D Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm Prot NA NA custom Protected Phases 4 3 8 5 Permitted Phases 4 2 Detector Phase 443852

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 4 LM Page 5 Lanes, Volumes, Timings 2020 Total PM Queues 2020 Total PM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBT EBR WBL WBT NBL NBR Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Lane Group Flow (vph) 840 116 33 1572 62 17 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.38 0.11 0.33 0.64 0.27 0.07 Minimum Split (s) 25.0 25.0 11.0 25.0 11.0 25.0 Control Delay 8.3 1.3 77.6 4.1 47.9 18.8 Total Split (s) 79.0 79.0 15.0 94.0 26.0 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 65.8% 65.8% 12.5% 78.3% 21.7% 21.7% Total Delay 8.3 1.3 77.6 4.1 47.9 18.8 Maximum Green (s) 72.0 72.0 8.0 87.0 19.0 19.0 Queue Length 50th (m) 45.1 0.7 6.8 3.5 12.9 0.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Queue Length 95th (m) m59.4 m4.8 m9.5 m240.8 28.9 7.6 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Internal Link Dist (m) 248.6 606.0 387.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 40.0 40.0 40.0 40.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Base Capacity (vph) 2205 1027 113 2457 268 254 Lead/Lag Lag Lag Lead Starvation Cap Reductn 000000 Lead-Lag Optimize? Spillback Cap Reductn 000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 000000 Recall Mode C-Max C-Max None None None Max Reduced v/c Ratio 0.38 0.11 0.29 0.64 0.23 0.07 Walk Time (s) 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 m Volume for 95th percentile queue is metered by upstream signal. Act Effct Green (s) 78.1 78.1 7.2 87.0 16.4 19.0 Actuated g/C Ratio 0.65 0.65 0.06 0.72 0.14 0.16 v/c Ratio 0.38 0.11 0.33 0.64 0.27 0.07 Control Delay 8.3 1.3 77.6 4.1 47.9 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 1.3 77.6 4.1 47.9 18.8 LOS AAEADB Approach Delay 7.5 5.6 41.6 Approach LOS A A D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 34 (28%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 7.3 Intersection LOS: A Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 60

Splits and Phases: 2: North-South Arterial & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 6 LM Page 7 HCM Signalized Intersection Capacity Analysis 2020 Total PM Lanes, Volumes, Timings 2020 Total PM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Movement EBT EBR WBL WBT NBL NBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 840 116 33 1572 62 17 Volume (vph) 42 1151 146 71 1444 164 79 0 39 148 0 71 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Storage Length (m) 80.0 80.0 80.0 80.0 30.0 0.0 0.0 0.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Storage Lanes 1 1 1 1 1 0 2 0 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Taper Length (m) 15.0 15.0 15.0 15.0 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Satd. Flow (prot) 3390 1517 1695 3390 1695 1517 Frt 0.850 0.850 0.850 0.850 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3390 1517 1695 3390 1695 1517 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 0 3288 1517 0 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 0.711 0.950 Adj. Flow (vph) 840 116 33 1572 62 17 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1269 1517 0 3288 1517 0 RTOR Reduction (vph) 0 43 0 0 0 14 Right Turn on Red Yes Yes Yes Yes Lane Group Flow (vph) 840 73 33 1572 62 3 Satd. Flow (RTOR) 164 164 157 157 Turn Type NA Perm Prot NA NA custom Link Speed (k/h) 60 60 50 50 Protected Phases 4 3 8 5 Link Distance (m) 630.0 776.7 649.2 274.4 Permitted Phases 4 2 Travel Time (s) 37.8 46.6 46.7 19.8 Actuated Green, G (s) 75.3 75.3 4.7 87.0 19.0 19.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 75.3 75.3 4.7 87.0 19.0 19.0 Adj. Flow (vph) 42 1151 146 71 1444 164 79 0 39 148 0 71 Actuated g/C Ratio 0.63 0.63 0.04 0.72 0.16 0.16 Shared Lane Traffic (%) Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Group Flow (vph) 42 1151 146 71 1444 164 79 39 0 148 71 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No No No No No No No Lane Grp Cap (vph) 2127 951 66 2457 268 240 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right v/s Ratio Prot 0.25 0.02 c0.46 c0.04 Median Width(m) 7.4 7.4 7.4 7.4 v/s Ratio Perm 0.05 0.00 Link Offset(m) 0.0 0.0 0.0 0.0 v/c Ratio 0.39 0.08 0.50 0.64 0.23 0.01 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Uniform Delay, d1 11.1 8.7 56.5 8.5 44.1 42.6 Two way Left Turn Lane Progression Factor 0.74 0.61 1.34 0.38 1.00 1.00 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 Incremental Delay, d2 0.5 0.1 3.7 0.3 0.4 0.1 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Delay (s) 8.6 5.4 79.1 3.5 44.6 42.7 Number of Detectors 12112112 12 Level of Service AAEADD Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Approach Delay (s) 8.2 5.1 44.2 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Approach LOS A A D Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.61 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.0 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group 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 Prot NA Perm Prot NA Perm pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852 16

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 8 LM Page 9 Lanes, Volumes, Timings 2020 Total PM Queues 2020 Total PM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Switch Phase Lane Group Flow (vph) 42 1151 146 71 1444 164 79 39 148 71 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.60 0.70 0.18 0.56 0.82 0.19 0.45 0.13 0.28 0.15 Minimum Split (s) 11.0 25.0 25.0 11.0 32.3 32.3 11.0 25.0 11.0 30.9 Control Delay 87.6 24.7 5.2 66.1 15.3 1.0 48.2 0.8 50.3 0.7 Total Split (s) 12.0 61.1 61.1 17.0 66.1 66.1 11.0 25.9 16.0 30.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 10.0% 50.9% 50.9% 14.2% 55.1% 55.1% 9.2% 21.6% 13.3% 25.8% Total Delay 87.6 24.7 5.2 66.1 15.3 1.0 48.2 0.8 50.3 0.7 Maximum Green (s) 5.0 54.8 54.8 10.0 59.8 59.8 4.0 18.9 9.0 25.0 Queue Length 50th (m) 10.0 92.8 4.9 17.8 63.0 0.0 13.9 0.0 17.7 0.0 Yellow Time (s) 4.0 3.7 3.7 4.0 3.7 3.7 4.0 4.0 4.0 3.3 Queue Length 95th (m) #31.5 186.3 17.8 m18.2 m66.0 m0.1 29.3 0.0 #34.0 0.0 All-Red Time (s) 3.0 2.6 2.6 3.0 2.6 2.6 3.0 3.0 3.0 2.6 Internal Link Dist (m) 606.0 752.7 625.2 250.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 80.0 80.0 80.0 80.0 30.0 Total Lost Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Base Capacity (vph) 70 1651 822 141 1757 865 176 371 530 465 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Starvation Cap Reductn 0000000000 Lead-Lag Optimize? Yes Yes Yes Yes Spillback Cap Reductn 0000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 0000000000 Recall Mode None C-Max C-Max None None None None None None Max Reduced v/c Ratio 0.60 0.70 0.18 0.50 0.82 0.19 0.45 0.11 0.28 0.15 Walk Time (s) 0.0 0.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 0.0 0.0 19.0 19.0 11.0 18.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 # 95th percentile volume exceeds capacity, queue may be longer. Act Effct Green (s) 5.0 58.5 58.5 9.0 62.2 62.2 15.3 13.5 19.4 27.2 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.04 0.49 0.49 0.08 0.52 0.52 0.13 0.11 0.16 0.23 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.60 0.70 0.18 0.56 0.82 0.19 0.45 0.13 0.28 0.15 Control Delay 87.6 24.7 5.2 66.1 15.3 1.0 48.2 0.8 50.3 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.6 24.7 5.2 66.1 15.3 1.0 48.2 0.8 50.3 0.7 LOS FCAEBADA DA Approach Delay 24.6 16.1 32.5 34.2 Approach LOS C B C C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 104 (87%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 60

Splits and Phases: 3: Main N-S Road/Lowes Acces & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 10 LM Page 11 HCM Signalized Intersection Capacity Analysis 2020 Total PM Lanes, Volumes, Timings 2020 Total PM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 42 1151 146 71 1444 164 79 0 39 148 0 71 Volume (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Storage Lanes 2 1 2 1 2 1 2 1 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Taper Length (m) 15.0 15.0 15.0 15.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 3288 1517 Frt 0.850 0.850 0.850 0.850 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.71 1.00 0.95 1.00 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1268 1517 3288 1517 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 0.950 0.950 Adj. Flow (vph) 42 1151 146 71 1444 164 79 0 39 148 0 71 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 RTOR Reduction (vph) 0 0 80 0 0 85 0 35 0 0 54 0 Right Turn on Red Yes Yes Yes Yes Lane Group Flow (vph) 42 1151 66 71 1444 79 79 4 0 148 17 0 Satd. Flow (RTOR) 261 148 146 260 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Prot NA Link Speed (k/h) 60 60 70 70 Protected Phases 7 4 3 8 5 2 1 6 Link Distance (m) 776.7 542.7 389.9 285.3 Permitted Phases 4 8 2 Travel Time (s) 46.6 32.6 20.1 14.7 Actuated Green, G (s) 4.0 54.3 54.3 7.7 58.0 58.0 14.5 11.3 19.4 28.6 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 4.0 54.3 54.3 7.7 58.0 58.0 14.5 11.3 19.4 28.6 Adj. Flow (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Actuated g/C Ratio 0.03 0.45 0.45 0.06 0.48 0.48 0.12 0.09 0.16 0.24 Shared Lane Traffic (%) Clearance Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Lane Group Flow (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No No No No No No No Lane Grp Cap (vph) 56 1533 686 108 1638 733 164 142 531 361 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right v/s Ratio Prot 0.02 0.34 c0.04 c0.43 0.01 0.00 c0.05 0.01 Median Width(m) 7.4 7.4 7.4 7.4 v/s Ratio Perm 0.04 0.05 c0.05 Link Offset(m) 0.0 0.0 0.0 0.0 v/c Ratio 0.75 0.75 0.10 0.66 0.88 0.11 0.48 0.03 0.28 0.05 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Uniform Delay, d1 57.5 27.2 18.8 54.9 27.9 16.9 48.8 49.4 44.2 35.2 Two way Left Turn Lane Progression Factor 0.89 0.88 2.22 1.14 0.55 0.33 1.00 1.00 1.00 1.00 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 Incremental Delay, d2 51.9 3.5 0.3 4.1 1.9 0.0 2.2 0.1 0.3 0.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Delay (s) 103.1 27.4 41.9 66.4 17.1 5.7 51.0 49.4 44.4 35.4 Number of Detectors 121121121121 Level of Service F C D E B A D D D D Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Approach Delay (s) 31.4 18.1 50.5 41.5 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Approach LOS C B D D Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.72 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.3 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 12 LM Page 13 Lanes, Volumes, Timings 2020 Total PM Queues 2020 Total PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Lane Group Flow (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 1.05 0.55 0.53 0.64 0.94 0.34 0.97 0.37 0.19 0.67 0.99 1.01 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Control Delay 172.6 28.9 14.2 63.4 75.8 8.7 120.6 32.7 3.0 61.0 85.6 104.5 Total Split (s) 23.0 37.0 37.0 18.0 32.0 32.0 20.3 43.8 43.8 21.2 44.7 44.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 19.2% 30.8% 30.8% 15.0% 26.7% 26.7% 16.9% 36.5% 36.5% 17.7% 37.3% 37.3% Total Delay 172.6 28.9 14.2 63.4 75.8 8.7 120.6 32.7 3.0 61.0 85.6 104.5 Maximum Green (s) 16.7 30.7 30.7 11.7 25.7 25.7 13.8 37.3 37.3 14.7 38.2 38.2 Queue Length 50th (m) ~60.3 61.0 48.7 22.8 83.1 0.4 45.2 38.4 0.0 28.2 131.0 ~112.7 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Queue Length 95th (m) #110.9 88.6 m81.6 39.1 #141.8 23.0 #88.8 59.7 11.2 46.5 #211.5 #235.9 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Base Capacity (vph) 457 886 589 320 726 441 380 1097 590 402 1079 660 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Starvation Cap Reductn 000000000000 Lead-Lag Optimize? Spillback Cap Reductn 000000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 000000000000 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Reduced v/c Ratio 1.05 0.55 0.53 0.60 0.93 0.34 0.97 0.37 0.19 0.60 0.99 1.01 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 ~ Volume exceeds capacity, queue is theoretically infinite. Act Effct Green (s) 16.7 31.4 31.4 11.0 25.6 25.6 13.9 38.9 38.9 13.2 38.2 38.2 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.14 0.26 0.26 0.09 0.21 0.21 0.12 0.32 0.32 0.11 0.32 0.32 # 95th percentile volume exceeds capacity, queue may be longer. v/c Ratio 1.05 0.55 0.53 0.64 0.94 0.34 0.97 0.37 0.19 0.67 0.99 1.01 Queue shown is maximum after two cycles. Control Delay 172.6 28.9 14.2 63.4 75.8 8.7 120.6 32.7 3.0 61.0 85.6 104.5 m Volume for 95th percentile queue is metered by upstream signal. Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 172.6 28.9 14.2 63.4 75.8 8.7 120.6 32.7 3.0 61.0 85.6 104.5 LOS FCBEEAFCAEFF Approach Delay 79.2 63.6 65.4 89.0 Approach LOS E E E F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 77.5 Intersection LOS: E Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 60

Splits and Phases: 4: Terry Fox Drive & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 14 LM Page 15 HCM Signalized Intersection Capacity Analysis 2020 Total PM Lanes, Volumes, Timings 2020 Total PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 5: Main N-S Road & Intenral 1/Internal 1 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Volume (vph) 00000405507980 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 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 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.865 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.997 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 0 1784 0 0 1543 0 0 1784 0 0 1779 0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Flt Permitted 0.997 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 0 1784 0 0 1543 0 0 1784 0 0 1779 0 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Link Speed (k/h) 50 50 50 50 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Distance (m) 149.7 175.3 618.5 649.2 Adj. Flow (vph) 480 486 313 193 678 150 368 401 115 241 1066 666 Travel Time (s) 10.8 12.6 44.5 46.7 RTOR Reduction (vph) 0 0 193 0 0 116 0 0 78 0 0 177 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Flow (vph) 480 486 120 193 678 34 368 401 37 241 1066 489 Adj. Flow (vph) 00000405507980 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Shared Lane Traffic (%) Protected Phases 7 4 3 8 5 2 1 6 Lane Group Flow (vph) 000040055001050 Permitted Phases4826 Enter Blocked Intersection No No No No No No No No No No No No Actuated Green, G (s) 16.7 31.4 31.4 11.0 25.7 25.7 13.9 38.8 38.8 13.2 38.1 38.1 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Effective Green, g (s) 16.7 31.4 31.4 11.0 25.7 25.7 13.9 38.8 38.8 13.2 38.1 38.1 Median Width(m) 0.0 0.0 3.7 3.7 Actuated g/C Ratio 0.14 0.26 0.26 0.09 0.21 0.21 0.12 0.32 0.32 0.11 0.32 0.32 Link Offset(m) 0.0 0.0 0.0 0.0 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Two way Left Turn Lane Lane Grp Cap (vph) 457 887 396 301 726 324 380 1096 490 361 1076 481 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 v/s Ratio Prot c0.15 c0.14 0.06 c0.20 c0.11 0.12 0.07 0.31 Turning Speed (k/h) 24 14 24 14 24 14 24 14 v/s Ratio Perm 0.08 0.02 0.02 c0.32 Sign Control Yield Yield Yield Yield v/c Ratio 1.05 0.55 0.30 0.64 0.93 0.10 0.97 0.37 0.08 0.67 0.99 1.02 Intersection Summary Uniform Delay, d1 51.6 38.2 35.5 52.6 46.3 37.9 52.8 31.2 28.2 51.3 40.8 41.0 Area Type: Other Progression Factor 0.75 0.70 1.46 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Control Type: Roundabout Incremental Delay, d2 133.6 0.5 0.3 4.7 25.6 0.1 64.0 0.9 0.3 4.7 46.9 98.0 Intersection Capacity Utilization 21.5% ICU Level of Service A Delay (s) 172.4 27.2 52.3 57.3 71.9 38.0 116.8 32.1 28.5 56.0 87.7 139.0 Analysis Period (min) 60 Level of Service F C D E E D F C C E F F Approach Delay (s) 87.8 64.2 66.9 101.1 Approach LOS F E E F Intersection Summary HCM 2000 Control Delay 84.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 16 LM Page 17 HCM Unsignalized Intersection Capacity Analysis 2020 Total PM HCM 2010 Roundabout 2020 Total PM 5: Main N-S Road & Intenral 1/Internal 1 590 Hazeldean Road 5: Main N-S Road & Intenral 1/Internal 1 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Intersection Right Turn Channelized Intersection Delay, s/veh 3.9 Volume (veh/h) 00000405507980 Intersection LOS A Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Approach EB WB NB SB Hourly flow rate (vph)00000405507980 Entry Lanes 1111 Approach Volume (veh/h) 0 4 55 105 Conflicting Circle Lanes 1111 Crossing Volume (veh/h) 105 55 7 0 Adj Approach Flow, veh/h 0 4 55 105 High Capacity (veh/h) 1276 1327 1377 1385 Demand Flow Rate, veh/h 0 4 56 107 High v/c (veh/h) 0.00 0.00 0.04 0.08 Vehicles Circulating, veh/h 107 56 7 0 Low Capacity (veh/h) 1062 1108 1154 1161 Vehicles Exiting, veh/h 0 7 100 60 Low v/c (veh/h) 0.00 0.00 0.05 0.09 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Intersection Summary Ped Vol Crossing Leg, #/h 0000 Maximum v/c High 0.08 Ped Cap Adj 1.000 1.000 1.000 1.000 Maximum v/c Low 0.09 Approach Delay, s/veh 0.0 3.4 3.7 4.1 Intersection Capacity Utilization 21.5% ICU Level of Service A Approach LOS - A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 0 4 56 107 Cap Entry Lane, veh/h 1015 1068 1122 1130 Entry HV Adj Factor 1.000 1.000 0.980 0.982 Flow Entry, veh/h 0 4 55 105 Cap Entry, veh/h 1015 1068 1100 1109 V/C Ratio 0.000 0.004 0.050 0.095 Control Delay, s/veh 3.5 3.4 3.7 4.1 LOSAAAA 95th %tile Queue, veh 0 0 0 0

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 18 LM Page 19 Lanes, Volumes, Timings 2020 Total PM HCM Unsignalized Intersection Capacity Analysis 2020 Total PM 6: Internal 2 & Main N-S Road 590 Hazeldean Road 6: Internal 2 & Main N-S Road 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Configurations Lane Configurations Volume (vph) 0 10 5 29 48 0 Sign Control Stop Stop Stop Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Volume (vph) 0 10 5 29 48 0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.885 Hourly flow rate (vph) 0 10 5 29 48 0 Flt Protected 0.950 Direction, Lane # EB 1 WB 1 SB 1 Satd. Flow (prot) 0 1784 1579 0 1695 0 Flt Permitted 0.950 Volume Total (vph) 10 34 48 Satd. Flow (perm) 0 1784 1579 0 1695 0 Volume Left (vph) 0 0 48 Link Speed (k/h) 50 50 50 Volume Right (vph) 0 29 0 Link Distance (m) 133.4 145.8 618.5 Hadj (s) 0.03 -0.48 0.23 Travel Time (s) 9.6 10.5 44.5 Departure Headway (s) 4.1 3.5 4.2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Degree Utilization, x 0.01 0.03 0.06 Adj. Flow (vph) 0 10 5 29 48 0 Capacity (veh/h) 866 997 833 Shared Lane Traffic (%) Control Delay (s) 7.1 6.7 7.5 Lane Group Flow (vph) 0 10 34 0 48 0 Approach Delay (s) 7.1 6.7 7.5 Enter Blocked Intersection No No No No No No Approach LOS A A A Lane Alignment Left Left Left Right Left Right Intersection Summary Median Width(m) 0.0 0.0 3.7 Delay 7.1 Link Offset(m) 0.0 0.0 0.0 Level of Service A Crosswalk Width(m) 1.6 1.6 1.6 Intersection Capacity Utilization 13.3% ICU Level of Service A Two way Left Turn Lane Analysis Period (min) 60 Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 60

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 19 LM Page 20

Appendix E-4: 2025 Total Future Conditions

Lanes, Volumes, Timings 2025 Total AM Lanes, Volumes, Timings 2025 Total AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 325 855 53 174 536 43 30 481 274 62 212 150 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Total Split (s) 23.0 45.0 17.0 39.0 39.0 48.0 48.0 48.0 48.0 48.0 48.0 Storage Lanes 2 0 2 1 1 1 1 1 Total Split (%) 20.9% 40.9% 15.5% 35.5% 35.5% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 16.0 38.7 10.0 32.7 32.7 41.4 41.4 41.4 41.4 41.4 41.4 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Frt 0.991 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3360 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Flt Permitted 0.950 0.950 0.587 0.271 Lead/Lag Lead Lag Lead Lag Lag Satd. Flow (perm) 3288 3360 0 3288 3390 1517 1047 1784 1517 484 1784 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 6 105 274 150 Recall Mode None C-Max None None None Max Max Max Max Max Max Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 287.6 272.6 405.1 276.1 Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Travel Time (s) 17.3 16.4 24.3 16.6 Pedestrian Calls (#/hr) 0 00000000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 14.8 39.1 9.6 33.9 33.9 41.4 41.4 41.4 41.4 41.4 41.4 Adj. Flow (vph) 325 855 53 174 536 43 30 481 274 62 212 150 Actuated g/C Ratio 0.13 0.36 0.09 0.31 0.31 0.38 0.38 0.38 0.38 0.38 0.38 Shared Lane Traffic (%) v/c Ratio 0.74 0.76 0.61 0.51 0.08 0.08 0.72 0.37 0.34 0.32 0.23 Lane Group Flow (vph) 325 908 0 174 536 43 30 481 274 62 212 150 Control Delay 56.8 36.2 66.5 21.1 0.7 22.8 36.8 4.3 31.3 25.9 4.6 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 56.8 36.2 66.5 21.1 0.7 22.8 36.8 4.3 31.3 25.9 4.6 Median Width(m) 7.4 7.4 3.7 3.7 LOS ED ECACDACCA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 41.6 30.4 24.9 19.2 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS D C C B Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 1 2 121121121 Cycle Length: 110 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 67 (61%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 95 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.76 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 31.9 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 84.4% ICU Level of Service E Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road 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 Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 1 LM Page 2 Queues 2025 Total AM HCM Signalized Intersection Capacity Analysis 2025 Total AM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 325 908 174 536 43 30 481 274 62 212 150 Lane Configurations v/c Ratio 0.74 0.76 0.61 0.51 0.08 0.08 0.72 0.37 0.34 0.32 0.23 Volume (vph) 325 855 53 174 536 43 30 481 274 62 212 150 Control Delay 56.8 36.2 66.5 21.1 0.7 22.8 36.8 4.3 31.3 25.9 4.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Total Delay 56.8 36.2 66.5 21.1 0.7 22.8 36.8 4.3 31.3 25.9 4.6 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Queue Length 50th (m) 34.5 89.6 19.9 24.8 0.0 4.1 87.1 0.0 9.4 31.8 0.0 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) #59.0 #134.6 34.6 45.2 0.9 11.8 #157.3 24.0 25.0 57.4 16.5 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 263.6 248.6 381.1 252.1 Satd. Flow (prot) 3288 3361 3288 3390 1517 1695 1784 1517 1695 1784 1517 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.59 1.00 1.00 0.27 1.00 1.00 Base Capacity (vph) 478 1199 298 1044 539 394 671 741 182 671 664 Satd. Flow (perm) 3288 3361 3288 3390 1517 1047 1784 1517 484 1784 1517 Starvation Cap Reductn 00000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 00000000000 Adj. Flow (vph) 325 855 53 174 536 43 30 481 274 62 212 150 Storage Cap Reductn 00000000000 RTOR Reduction (vph) 0400030001710094 Reduced v/c Ratio 0.68 0.76 0.58 0.51 0.08 0.08 0.72 0.37 0.34 0.32 0.23 Lane Group Flow (vph) 325 904 0 174 536 13 30 481 103 62 212 56 Intersection Summary Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 2 6 Queue shown is maximum after two cycles. Permitted Phases 8 2 2 6 6 Actuated Green, G (s) 14.8 39.1 9.6 33.9 33.9 41.4 41.4 41.4 41.4 41.4 41.4 Effective Green, g (s) 14.8 39.1 9.6 33.9 33.9 41.4 41.4 41.4 41.4 41.4 41.4 Actuated g/C Ratio 0.13 0.36 0.09 0.31 0.31 0.38 0.38 0.38 0.38 0.38 0.38 Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 442 1194 286 1044 467 394 671 570 182 671 570 v/s Ratio Prot c0.10 c0.27 0.05 0.16 c0.27 0.12 v/s Ratio Perm 0.01 0.03 0.07 0.13 0.04 v/c Ratio 0.74 0.76 0.61 0.51 0.03 0.08 0.72 0.18 0.34 0.32 0.10 Uniform Delay, d1 45.7 31.3 48.4 31.3 26.6 22.0 29.3 23.0 24.5 24.3 22.2 Progression Factor 1.00 1.00 1.17 0.61 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.5 4.7 3.6 0.4 0.0 0.4 6.7 0.7 5.1 1.2 0.3 Delay (s) 52.2 35.9 60.3 19.4 26.6 22.4 36.0 23.7 29.6 25.5 22.6 Level of Service DD EBCCDCCCC Approach Delay (s) 40.2 29.3 31.2 25.1 Approach LOSDCCC Intersection Summary HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.9 Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 3 LM Page 4 Lanes, Volumes, Timings 2025 Total AM Lanes, Volumes, Timings 2025 Total AM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 25.0 11.0 25.0 25.0 11.0 25.0 25.0 11.0 25.0 25.0 Storage Length (m) 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 Total Split (s) 22.0 51.0 51.0 12.0 41.0 41.0 11.0 31.0 31.0 16.0 36.0 36.0 Storage Lanes 2 1 1 1 1 1 1 1 Total Split (%) 20.0% 46.4% 46.4% 10.9% 37.3% 37.3% 10.0% 28.2% 28.2% 14.5% 32.7% 32.7% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 15.0 44.0 44.0 5.0 34.0 34.0 4.0 24.0 24.0 9.0 29.0 29.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 179 248 248 248 Recall Mode None C-Max C-Max None None None None Max Max None None None Link Speed (k/h) 60 60 60 60 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 272.6 630.0 411.6 275.7 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Travel Time (s) 16.4 37.8 24.7 16.5 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 13.7 48.8 48.8 5.0 35.3 35.3 4.0 27.6 27.6 7.9 37.8 37.8 Adj. Flow (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Actuated g/C Ratio 0.12 0.44 0.44 0.05 0.32 0.32 0.04 0.25 0.25 0.07 0.34 0.34 Shared Lane Traffic (%) v/c Ratio 0.70 0.60 0.00 0.31 0.39 0.29 0.11 0.57 0.15 0.41 0.12 0.17 Lane Group Flow (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Control Delay 69.5 16.4 0.0 66.8 24.9 7.2 55.4 40.4 0.6 59.2 26.2 0.6 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 69.5 16.4 0.0 66.8 24.9 7.2 55.4 40.4 0.6 59.2 26.2 0.6 Median Width(m) 7.4 7.4 3.7 3.7 LOS EBAECAEDAECA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 29.1 21.2 34.5 21.6 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSCCCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 66 (60%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 75 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.70 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 27.6 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 70.4% ICU Level of Service C Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 2: North-South Arterial & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 5 LM Page 6 Queues 2025 Total AM HCM Signalized Intersection Capacity Analysis 2025 Total AM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Lane Configurations v/c Ratio 0.70 0.60 0.00 0.31 0.39 0.29 0.11 0.57 0.15 0.41 0.12 0.17 Volume (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Control Delay 69.5 16.4 0.0 66.8 24.9 7.2 55.4 40.4 0.6 59.2 26.2 0.6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Total Delay 69.5 16.4 0.0 66.8 24.9 7.2 55.4 40.4 0.6 59.2 26.2 0.6 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Queue Length 50th (m) 33.4 30.5 0.0 5.4 37.0 3.6 1.5 49.8 0.0 10.4 10.2 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) m46.9 63.0 m0.0 m14.9 58.4 26.3 6.9 77.0 0.0 25.2 22.4 0.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 248.6 606.0 387.6 251.7 Satd. Flow (prot) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Turn Bay Length (m) 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 448 1504 772 77 1087 655 61 851 566 138 1164 684 Satd. Flow (perm) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 286 902 2 24 423 191 7 483 87 50 138 119 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0010013900620078 Reduced v/c Ratio 0.64 0.60 0.00 0.31 0.39 0.29 0.11 0.57 0.15 0.36 0.12 0.17 Lane Group Flow (vph) 286 902 1 24 423 52 7 483 25 50 138 41 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm m Volume for 95th percentile queue is metered by upstream signal. Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Actuated Green, G (s) 13.7 40.4 40.4 3.0 29.7 29.7 0.8 31.8 31.8 6.8 37.8 37.8 Effective Green, g (s) 13.7 40.4 40.4 3.0 29.7 29.7 0.8 31.8 31.8 6.8 37.8 37.8 Actuated g/C Ratio 0.12 0.37 0.37 0.03 0.27 0.27 0.01 0.29 0.29 0.06 0.34 0.34 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 409 1245 557 46 915 409 12 980 438 104 1164 521 v/s Ratio Prot c0.09 c0.27 0.01 0.12 0.00 c0.14 c0.03 c0.04 v/s Ratio Perm 0.00 0.03 0.02 0.03 v/c Ratio 0.70 0.72 0.00 0.52 0.46 0.13 0.58 0.49 0.06 0.48 0.12 0.08 Uniform Delay, d1 46.2 30.0 22.0 52.8 33.5 30.3 54.4 32.4 28.3 49.9 24.7 24.4 Progression Factor 1.34 0.61 1.00 1.10 0.81 4.91 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 2.9 0.0 10.3 0.4 0.1 67.1 1.8 0.3 3.5 0.0 0.1 Delay (s) 66.0 21.2 22.0 68.4 27.4 149.0 121.5 34.2 28.5 53.4 24.7 24.4 Level of Service ECCECFFCCDCC Approach Delay (s) 32.0 65.3 34.4 29.3 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 40.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 28.0 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 7 LM Page 8 Lanes, Volumes, Timings 2025 Total AM Lanes, Volumes, Timings 2025 Total AM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 16 1122 52 10 420 50 197 0 38 33 0 15 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 25.0 25.0 11.0 32.3 32.3 11.0 25.0 11.0 30.9 Storage Length (m) 80.0 80.0 80.0 80.0 30.0 0.0 0.0 0.0 Total Split (s) 11.0 52.1 52.1 11.0 52.1 52.1 16.0 35.9 11.0 30.9 Storage Lanes 1 1 1 1 1 0 2 0 Total Split (%) 10.0% 47.4% 47.4% 10.0% 47.4% 47.4% 14.5% 32.6% 10.0% 28.1% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 4.0 45.8 45.8 4.0 45.8 45.8 9.0 28.9 4.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Yellow Time (s) 4.0 3.7 3.7 4.0 3.7 3.7 4.0 4.0 4.0 3.3 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 3.0 2.6 2.6 3.0 2.6 2.6 3.0 3.0 3.0 2.6 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 0 3288 1517 0 Total Lost Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Flt Permitted 0.950 0.950 0.600 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1071 1517 0 3288 1517 0 Lead-Lag Optimize? Yes Yes Yes Yes Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 179 179 172 361 Recall Mode None C-Max C-Max None None None None None None Max Link Speed (k/h) 60 60 50 50 Walk Time (s) 0.0 0.0 7.0 7.0 7.0 7.0 Link Distance (m) 630.0 776.7 649.2 274.4 Flash Dont Walk (s) 0.0 0.0 19.0 19.0 11.0 18.0 Travel Time (s) 37.8 46.6 46.7 19.8 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 4.0 54.6 54.6 4.0 52.4 52.4 38.7 33.3 4.0 25.0 Adj. Flow (vph) 16 1122 52 10 420 50 197 0 38 33 0 15 Actuated g/C Ratio 0.04 0.50 0.50 0.04 0.48 0.48 0.35 0.30 0.04 0.23 Shared Lane Traffic (%) v/c Ratio 0.26 0.67 0.06 0.16 0.26 0.06 0.46 0.07 0.28 0.02 Lane Group Flow (vph) 16 1122 52 10 420 50 197 38 0 33 15 0 Control Delay 81.4 7.9 0.1 83.8 1.9 0.1 29.9 0.2 57.7 0.1 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 81.4 7.9 0.1 83.8 1.9 0.1 29.9 0.2 57.7 0.1 Median Width(m) 7.4 7.4 7.4 7.4 LOS F A A F A A C A E A Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 8.5 3.5 25.1 39.7 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOS A A C D Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 12112112 12 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Offset: 102 (93%), Referenced to phase 4:EBT, Start of Green Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 90 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Maximum v/c Ratio: 0.67 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 10.0 Intersection LOS: B Detector 1 Channel Intersection Capacity Utilization 62.0% ICU Level of Service B Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 3: Main N-S Road/Lowes Acces & Hazeldean Road 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 Prot NA Perm Prot NA Perm pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852 16

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 9 LM Page 10 Queues 2025 Total AM HCM Signalized Intersection Capacity Analysis 2025 Total AM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 16 1122 52 10 420 50 197 38 33 15 Lane Configurations v/c Ratio 0.26 0.67 0.06 0.16 0.26 0.06 0.46 0.07 0.28 0.02 Volume (vph) 16 1122 52 10 420 50 197 0 38 33 0 15 Control Delay 81.4 7.9 0.1 83.8 1.9 0.1 29.9 0.2 57.7 0.1 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Total Delay 81.4 7.9 0.1 83.8 1.9 0.1 29.9 0.2 57.7 0.1 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Queue Length 50th (m) 3.6 18.8 0.0 2.4 1.8 0.0 30.2 0.0 3.6 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Queue Length 95th (m) m7.5 #103.0 m0.0 m5.6 3.8 m0.1 55.3 0.0 9.7 0.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Internal Link Dist (m) 606.0 752.7 625.2 250.4 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 3288 1517 Turn Bay Length (m) 80.0 80.0 80.0 80.0 30.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.60 1.00 0.95 1.00 Base Capacity (vph) 61 1682 842 61 1614 816 428 579 119 623 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1070 1517 3288 1517 Starvation Cap Reductn 0000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 0000000000 Adj. Flow (vph) 16 1122 52 10 420 50 197 0 38 33 0 15 Storage Cap Reductn 0000000000 RTOR Reduction (vph) 0 0 30 0 0 29 0 26 0 0 11 0 Reduced v/c Ratio 0.26 0.67 0.06 0.16 0.26 0.06 0.46 0.07 0.28 0.02 Lane Group Flow (vph) 16 1122 22 10 420 21 197 12 0 33 4 0 Intersection Summary Turn Type Prot NA Perm Prot NA Perm pm+pt NA Prot NA # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases 4 8 2 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 1.6 46.2 46.2 0.8 45.4 45.4 42.3 33.3 2.4 27.8 Effective Green, g (s) 1.6 46.2 46.2 0.8 45.4 45.4 42.3 33.3 2.4 27.8 Actuated g/C Ratio 0.01 0.42 0.42 0.01 0.41 0.41 0.38 0.30 0.02 0.25 Clearance Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 24 1423 637 12 1399 626 462 459 71 383 v/s Ratio Prot c0.01 c0.33 0.01 0.12 c0.03 0.01 0.01 0.00 v/s Ratio Perm 0.01 0.01 c0.13 v/c Ratio 0.67 0.79 0.03 0.83 0.30 0.03 0.43 0.03 0.46 0.01 Uniform Delay, d1 53.9 27.7 18.8 54.5 21.7 19.2 23.8 26.9 53.2 30.8 Progression Factor 1.39 0.27 1.00 1.52 0.09 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 58.0 4.2 0.1 265.3 0.1 0.0 0.6 0.0 4.8 0.0 Delay (s) 132.7 11.7 18.9 348.0 2.0 19.3 24.4 27.0 58.0 30.8 Level of Service F B B F A B C C E C Approach Delay (s) 13.6 11.0 24.9 49.5 Approach LOS B B C D Intersection Summary HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.3 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 11 LM Page 12 Lanes, Volumes, Timings 2025 Total AM Lanes, Volumes, Timings 2025 Total AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Switch Phase Volume (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Split (s) 13.0 34.0 34.0 11.0 32.0 32.0 19.7 50.0 50.0 15.0 45.3 45.3 Storage Lanes 2 1 2 1 2 1 2 1 Total Split (%) 11.8% 30.9% 30.9% 10.0% 29.1% 29.1% 17.9% 45.5% 45.5% 13.6% 41.2% 41.2% Taper Length (m) 15.0 15.0 15.0 15.0 Maximum Green (s) 6.7 27.7 27.7 4.7 25.7 25.7 13.2 43.5 43.5 8.5 38.8 38.8 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Frt 0.850 0.850 0.850 0.850 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Flt Protected 0.950 0.950 0.950 0.950 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Flt Permitted 0.950 0.950 0.950 0.950 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Lead-Lag Optimize? Right Turn on Red Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Satd. Flow (RTOR) 251 162 160 160 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Link Speed (k/h) 60 60 70 70 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Link Distance (m) 776.7 542.7 389.9 285.3 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Travel Time (s) 46.6 32.6 20.1 14.7 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Act Effct Green (s) 6.6 26.9 26.9 4.7 22.7 22.7 12.0 46.6 46.6 8.4 43.0 43.0 Adj. Flow (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Actuated g/C Ratio 0.06 0.24 0.24 0.04 0.21 0.21 0.11 0.42 0.42 0.08 0.39 0.39 Shared Lane Traffic (%) v/c Ratio 0.51 0.87 0.45 0.60 0.43 0.24 0.64 0.77 0.25 0.69 0.36 0.06 Lane Group Flow (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Control Delay 64.8 27.9 5.9 71.0 39.1 2.6 55.7 32.7 5.9 65.6 26.0 0.2 Enter Blocked Intersection No No No No No No No No No No No No Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Total Delay 64.8 27.9 5.9 71.0 39.1 2.6 55.7 32.7 5.9 65.6 26.0 0.2 Median Width(m) 7.4 7.4 7.4 7.4 LOS ECAEDAECAECA Link Offset(m) 0.0 0.0 0.0 0.0 Approach Delay 26.2 36.6 32.9 34.5 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Approach LOSCDCC Two way Left Turn Lane Intersection Summary 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 Area Type: Other Number of Detectors 121121121121 Cycle Length: 110 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Actuated Cycle Length: 110 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Natural Cycle: 85 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Type: Actuated-Coordinated Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Maximum v/c Ratio: 0.87 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Intersection Signal Delay: 31.8 Intersection LOS: C Detector 1 Channel Intersection Capacity Utilization 83.1% ICU Level of Service E Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Splits and Phases: 4: Terry Fox Drive & Hazeldean Road 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 13 LM Page 14 Queues 2025 Total AM HCM Signalized Intersection Capacity Analysis 2025 Total AM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Lane Configurations v/c Ratio 0.51 0.87 0.45 0.60 0.43 0.24 0.64 0.77 0.25 0.69 0.36 0.06 Volume (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Control Delay 64.8 27.9 5.9 71.0 39.1 2.6 55.7 32.7 5.9 65.6 26.0 0.2 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Total Delay 64.8 27.9 5.9 71.0 39.1 2.6 55.7 32.7 5.9 65.6 26.0 0.2 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Queue Length 50th (m) 9.6 51.6 5.3 9.3 28.4 0.0 24.4 110.1 3.3 19.1 39.7 0.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Queue Length 95th (m) m14.8 #125.7 m31.1 #23.0 46.3 7.2 41.3 #176.0 22.1 #39.4 61.5 0.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Base Capacity (vph) 200 853 569 140 792 478 394 1436 735 254 1326 690 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Starvation Cap Reductn 000000000000 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Spillback Cap Reductn 000000000000 Adj. Flow (vph) 100 720 251 84 298 107 229 1104 185 174 474 39 Storage Cap Reductn 000000000000 RTOR Reduction (vph) 0 0 190 0 0 84 0 0 94 0 0 24 Reduced v/c Ratio 0.50 0.84 0.44 0.60 0.38 0.22 0.58 0.77 0.25 0.69 0.36 0.06 Lane Group Flow (vph) 100 720 61 84 298 23 229 1104 91 174 474 15 Intersection Summary Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm # 95th percentile volume exceeds capacity, queue may be longer. Protected Phases 7 4 3 8 5 2 1 6 Queue shown is maximum after two cycles. Permitted Phases4826 m Volume for 95th percentile queue is metered by upstream signal. Actuated Green, G (s) 6.6 26.9 26.9 3.8 24.1 24.1 12.0 45.3 45.3 8.4 41.7 41.7 Effective Green, g (s) 6.6 26.9 26.9 3.8 24.1 24.1 12.0 45.3 45.3 8.4 41.7 41.7 Actuated g/C Ratio 0.06 0.24 0.24 0.03 0.22 0.22 0.11 0.41 0.41 0.08 0.38 0.38 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 197 829 370 113 742 332 358 1396 624 251 1285 575 v/s Ratio Prot c0.03 c0.21 0.03 0.09 c0.07 c0.33 0.05 0.14 v/s Ratio Perm 0.04 0.02 0.06 0.01 v/c Ratio 0.51 0.87 0.17 0.74 0.40 0.07 0.64 0.79 0.15 0.69 0.37 0.03 Uniform Delay, d1 50.1 39.9 32.7 52.6 36.8 34.1 46.9 28.2 20.2 49.5 24.7 21.4 Progression Factor 1.14 0.41 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 8.3 0.2 26.0 0.4 0.1 3.8 4.8 0.5 8.4 0.8 0.1 Delay (s) 58.9 24.7 29.3 78.6 37.1 34.2 50.7 33.0 20.7 57.9 25.5 21.5 Level of Service ECCEDCDCCECC Approach Delay (s) 29.0 43.6 34.2 33.5 Approach LOSCDCC Intersection Summary HCM 2000 Control Delay 33.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 83.1% ICU Level of Service E Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 15 LM Page 16 Lanes, Volumes, Timings 2025 Total AM HCM Unsignalized Intersection Capacity Analysis 2025 Total AM 5: Main N-S Road & Internal 1 590 Hazeldean Road 5: Main N-S Road & Internal 1 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Right Turn Channelized Volume (vph) 0000018010805300 Volume (veh/h) 0000018010805300 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Hourly flow rate (vph)0000018010805300 Frt 0.865 Approach Volume (veh/h) 0 18 108 35 Flt Protected 0.993 Crossing Volume (veh/h) 35 108 5 0 Satd. Flow (prot) 0 1784 0 0 1543 0 0 1784 0 0 1772 0 High Capacity (veh/h) 1347 1273 1379 1385 Flt Permitted 0.993 High v/c (veh/h) 0.00 0.01 0.08 0.03 Satd. Flow (perm) 0 1784 0 0 1543 0 0 1784 0 0 1772 0 Low Capacity (veh/h) 1127 1059 1156 1161 Link Speed (k/h) 50 50 50 50 Low v/c (veh/h) 0.00 0.02 0.09 0.03 Link Distance (m) 149.7 175.3 618.5 649.2 Intersection Summary Travel Time (s) 10.8 12.6 44.5 46.7 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum v/c High 0.08 Adj. Flow (vph) 0000018010805300 Maximum v/c Low 0.09 Shared Lane Traffic (%) Intersection Capacity Utilization 16.1% ICU Level of Service A Lane Group Flow (vph) 0000180010800350 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 3.7 3.7 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 Yield Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 60

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 17 LM Page 18 HCM 2010 Roundabout 2025 Total AM Lanes, Volumes, Timings 2025 Total AM 5: Main N-S Road & Internal 1 590 Hazeldean Road 6: Internal 2 & Main N-S Road 590 Hazeldean Road

Intersection Lane Group EBL EBT WBT WBR SBL SBR Intersection Delay, s/veh 3.9 Lane Configurations Intersection LOS A Volume (vph) 0 4 13 55 17 0 Approach EB WB NB SB Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Entry Lanes 1111 Frt 0.891 Conflicting Circle Lanes 1111 Flt Protected 0.950 Adj Approach Flow, veh/h 0 18 108 35 Satd. Flow (prot) 0 1784 1590 0 1695 0 Demand Flow Rate, veh/h 0 18 110 36 Flt Permitted 0.950 Vehicles Circulating, veh/h 36 110 5 0 Satd. Flow (perm) 0 1784 1590 0 1695 0 Vehicles Exiting, veh/h 0 5 31 128 Link Speed (k/h) 50 50 50 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Link Distance (m) 133.4 145.8 618.5 Ped Vol Crossing Leg, #/h 0000 Travel Time (s) 9.6 10.5 44.5 Ped Cap Adj 1.000 1.000 1.000 1.000 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Approach Delay, s/veh 0.0 3.7 4.1 3.5 Adj. Flow (vph) 0 4 13 55 17 0 Approach LOS - A A A Shared Lane Traffic (%) Lane Left Left Left Left Lane Group Flow (vph) 0 4 68 0 17 0 Designated Moves LTR LTR LTR LTR Enter Blocked Intersection No No No No No No Assumed Moves LTR LTR LTR LTR Lane Alignment Left Left Left Right Left Right RT Channelized Median Width(m) 0.0 0.0 3.7 Lane Util 1.000 1.000 1.000 1.000 Link Offset(m) 0.0 0.0 0.0 Critical Headway, s 5.193 5.193 5.193 5.193 Crosswalk Width(m) 1.6 1.6 1.6 Entry Flow, veh/h 0 18 110 36 Two way Left Turn Lane Cap Entry Lane, veh/h 1090 1012 1124 1130 Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Entry HV Adj Factor 1.000 1.000 0.980 0.983 Turning Speed (k/h) 24 14 24 14 Flow Entry, veh/h 0 18 108 35 Sign Control Stop Stop Stop Cap Entry, veh/h 1090 1012 1102 1111 Intersection Summary V/C Ratio 0.000 0.018 0.098 0.032 Area Type: Other Control Delay, s/veh 3.3 3.7 4.1 3.5 Control Type: Unsignalized LOSAAAA Intersection Capacity Utilization 14.3% ICU Level of Service A 95th %tile Queue, veh 0000 Analysis Period (min) 60

8/29/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 19 LM Page 19 HCM Unsignalized Intersection Capacity Analysis 2025 Total AM Lanes, Volumes, Timings 2025 Total PM 6: Internal 2 & Main N-S Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT WBT WBR SBL SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Sign Control Stop Stop Stop Volume (vph) 256 493 27 263 617 21 42 358 192 76 566 401 Volume (vph) 0 4 13 55 17 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Storage Length (m) 100.0 0.0 75.0 75.0 50.0 0.0 0.0 0.0 Hourly flow rate (vph) 0 4 13 55 17 0 Storage Lanes 2 0 2 1 1 1 1 1 Taper Length (m) 15.0 15.0 15.0 15.0 Direction, Lane # EB 1 WB 1 SB 1 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Total (vph) 4 68 17 Frt 0.992 0.850 0.850 0.850 Volume Left (vph) 0 0 17 Flt Protected 0.950 0.950 0.950 0.950 Volume Right (vph) 0 55 0 Satd. Flow (prot) 3288 3363 0 3288 3390 1517 1695 1784 1517 1695 1784 1517 Hadj (s) 0.03 -0.45 0.23 Flt Permitted 0.950 0.950 0.241 0.441 Departure Headway (s) 4.0 3.5 4.3 Satd. Flow (perm) 3288 3363 0 3288 3390 1517 430 1784 1517 787 1784 1517 Degree Utilization, x 0.00 0.07 0.02 Right Turn on Red Yes Yes Yes Yes Capacity (veh/h) 881 1020 818 Satd. Flow (RTOR) 5 96 192 379 Control Delay (s) 7.0 6.7 7.4 Link Speed (k/h) 60 60 60 60 Approach Delay (s) 7.0 6.7 7.4 Link Distance (m) 287.6 272.6 405.1 276.1 Approach LOS A A A Travel Time (s) 17.3 16.4 24.3 16.6 Intersection Summary Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay 6.9 Adj. Flow (vph) 256 493 27 263 617 21 42 358 192 76 566 401 Level of Service A Shared Lane Traffic (%) Intersection Capacity Utilization 14.3% ICU Level of Service A Lane Group Flow (vph) 256 520 0 263 617 21 42 358 192 76 566 401 Analysis Period (min) 60 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) 7.4 7.4 3.7 3.7 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 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 8 2 2 6 6 Detector Phase 74 388222666

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 20 LM Page 1 Lanes, Volumes, Timings 2025 Total PM Queues 2025 Total PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Lane Group Flow (vph) 256 520 263 617 21 42 358 192 76 566 401 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.69 0.54 0.70 0.64 0.04 0.22 0.46 0.25 0.22 0.73 0.46 Minimum Split (s) 11.0 38.0 11.0 38.0 38.0 42.0 42.0 42.0 42.0 42.0 42.0 Control Delay 61.4 39.0 33.6 42.5 1.9 25.2 26.2 3.7 23.3 34.7 4.6 Total Split (s) 22.0 39.0 22.0 39.0 39.0 59.0 59.0 59.0 59.0 59.0 59.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 18.3% 32.5% 18.3% 32.5% 32.5% 49.2% 49.2% 49.2% 49.2% 49.2% 49.2% Total Delay 61.4 39.0 33.6 42.5 1.9 25.2 26.2 3.7 23.3 34.7 4.6 Maximum Green (s) 15.0 32.7 15.0 32.7 32.7 52.4 52.4 52.4 52.4 52.4 52.4 Queue Length 50th (m) 30.0 54.8 30.4 79.1 0.0 6.1 58.2 0.0 11.0 108.0 2.9 Yellow Time (s) 4.0 3.7 4.0 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 Queue Length 95th (m) 49.0 82.9 m35.9 m97.5 m0.0 17.0 97.6 17.7 25.1 #180.8 34.8 All-Red Time (s) 3.0 2.6 3.0 2.6 2.6 2.9 2.9 2.9 2.9 2.9 2.9 Internal Link Dist (m) 263.6 248.6 381.1 252.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 100.0 75.0 75.0 50.0 Total Lost Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Base Capacity (vph) 411 955 411 962 499 187 779 770 343 779 875 Lead/Lag Lead Lag Lead Lag Lag Starvation Cap Reductn 00000000000 Lead-Lag Optimize? Spillback Cap Reductn 00000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 00000000000 Recall Mode None C-Max None None None Max Max Max Max Max Max Reduced v/c Ratio 0.62 0.54 0.64 0.64 0.04 0.22 0.46 0.25 0.22 0.73 0.46 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 24.0 24.0 24.0 28.0 28.0 28.0 28.0 28.0 28.0 Pedestrian Calls (#/hr) 0 00000000 # 95th percentile volume exceeds capacity, queue may be longer. Act Effct Green (s) 13.6 34.0 13.7 34.1 34.1 52.4 52.4 52.4 52.4 52.4 52.4 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.11 0.28 0.11 0.28 0.28 0.44 0.44 0.44 0.44 0.44 0.44 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.69 0.54 0.70 0.64 0.04 0.22 0.46 0.25 0.22 0.73 0.46 Control Delay 61.4 39.0 33.6 42.5 1.9 25.2 26.2 3.7 23.3 34.7 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.4 39.0 33.6 42.5 1.9 25.2 26.2 3.7 23.3 34.7 4.6 LOS ED CDACCACCA Approach Delay 46.4 39.0 18.9 22.3 Approach LOS D D B C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 114 (95%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 31.9 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 60

Splits and Phases: 1: Iber Road/Huntmar Drive & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 2 LM Page 3 HCM Signalized Intersection Capacity Analysis 2025 Total PM Lanes, Volumes, Timings 2025 Total PM 1: Iber Road/Huntmar Drive & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 256 493 27 263 617 21 42 358 192 76 566 401 Volume (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Storage Length (m) 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Storage Lanes 2 1 1 1 1 1 1 1 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Taper Length (m) 15.0 15.0 15.0 15.0 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3288 3364 3288 3390 1517 1695 1784 1517 1695 1784 1517 Frt 0.850 0.850 0.850 0.850 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.24 1.00 1.00 0.44 1.00 1.00 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3288 3364 3288 3390 1517 431 1784 1517 787 1784 1517 Satd. Flow (prot) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 0.950 0.950 Adj. Flow (vph) 256 493 27 263 617 21 42 358 192 76 566 401 Satd. Flow (perm) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 RTOR Reduction (vph) 04000150010800214 Right Turn on Red Yes Yes Yes Yes Lane Group Flow (vph) 256 516 0 263 617 6 42 358 84 76 566 187 Satd. Flow (RTOR) 227 227 227 302 Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Link Speed (k/h) 60 60 60 60 Protected Phases 7 4 3 8 2 6 Link Distance (m) 272.6 630.0 411.6 275.7 Permitted Phases 8 2 2 6 6 Travel Time (s) 16.4 37.8 24.7 16.5 Actuated Green, G (s) 13.6 34.0 13.7 34.1 34.1 52.4 52.4 52.4 52.4 52.4 52.4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 13.6 34.0 13.7 34.1 34.1 52.4 52.4 52.4 52.4 52.4 52.4 Adj. Flow (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Actuated g/C Ratio 0.11 0.28 0.11 0.28 0.28 0.44 0.44 0.44 0.44 0.44 0.44 Shared Lane Traffic (%) Clearance Time (s) 7.0 6.3 7.0 6.3 6.3 6.6 6.6 6.6 6.6 6.6 6.6 Lane Group Flow (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No No No No No No No Lane Grp Cap (vph) 372 953 375 963 431 188 779 662 343 779 662 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right v/s Ratio Prot 0.08 0.15 c0.08 c0.18 0.20 c0.32 Median Width(m) 7.4 7.4 3.7 3.7 v/s Ratio Perm 0.00 0.10 0.06 0.10 0.12 Link Offset(m) 0.0 0.0 0.0 0.0 v/c Ratio 0.69 0.54 0.70 0.64 0.01 0.22 0.46 0.13 0.22 0.73 0.28 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Uniform Delay, d1 51.2 36.4 51.2 37.6 30.9 21.1 23.8 20.2 21.1 27.9 21.7 Two way Left Turn Lane Progression Factor 1.00 1.00 0.52 1.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Incremental Delay, d2 5.4 2.2 4.0 1.0 0.0 2.7 2.0 0.4 1.5 6.1 1.1 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Delay (s) 56.5 38.6 30.4 40.6 30.9 23.8 25.8 20.5 22.6 34.0 22.8 Number of Detectors 121121121121 Level of Service E D CDCCCCCCC Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Approach Delay (s) 44.5 37.4 23.9 28.8 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Approach LOSDDCC Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 HCM 2000 Control Delay 34.0 HCM 2000 Level of Service C Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.69 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.9 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 82.6% ICU Level of Service E Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 4 LM Page 5 Lanes, Volumes, Timings 2025 Total PM Queues 2025 Total PM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Lane Group Flow (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.78 0.40 0.01 0.58 0.83 0.15 0.07 0.52 0.11 0.83 0.44 0.48 Minimum Split (s) 11.0 25.0 25.0 11.0 25.0 25.0 11.0 25.0 25.0 11.0 25.0 25.0 Control Delay 51.7 30.2 0.0 74.4 22.4 1.3 59.0 50.6 0.5 83.7 33.0 8.0 Total Split (s) 19.0 50.0 50.0 20.0 51.0 51.0 11.0 25.0 25.0 25.0 39.0 39.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 15.8% 41.7% 41.7% 16.7% 42.5% 42.5% 9.2% 20.8% 20.8% 20.8% 32.5% 32.5% Total Delay 51.7 30.2 0.0 74.4 22.4 1.3 59.0 50.6 0.5 83.7 33.0 8.0 Maximum Green (s) 12.0 43.0 43.0 13.0 44.0 44.0 4.0 18.0 18.0 18.0 32.0 32.0 Queue Length 50th (m) 30.2 60.0 0.0 16.9 93.4 0.7 0.9 32.9 0.0 44.9 47.3 5.9 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Queue Length 95th (m) #58.3 87.5 m0.0 m29.3 #183.0 m5.0 5.2 53.2 0.0 #95.5 82.1 47.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Internal Link Dist (m) 248.6 606.0 387.6 251.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Base Capacity (vph) 328 1275 712 183 1250 703 56 543 433 254 1152 715 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Starvation Cap Reductn 000000000000 Lead-Lag Optimize? Spillback Cap Reductn 000000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 000000000000 Recall Mode None C-Max C-Max None None None None Max Max None None None Reduced v/c Ratio 0.76 0.40 0.01 0.49 0.83 0.15 0.07 0.52 0.11 0.77 0.44 0.48 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 # 95th percentile volume exceeds capacity, queue may be longer. Act Effct Green (s) 11.7 45.1 45.1 10.9 44.3 44.3 4.0 19.2 19.2 16.8 40.8 40.8 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.10 0.38 0.38 0.09 0.37 0.37 0.03 0.16 0.16 0.14 0.34 0.34 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.78 0.40 0.01 0.58 0.83 0.15 0.07 0.52 0.11 0.83 0.44 0.48 Control Delay 51.7 30.2 0.0 74.4 22.4 1.3 59.0 50.6 0.5 83.7 33.0 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.7 30.2 0.0 74.4 22.4 1.3 59.0 50.6 0.5 83.7 33.0 8.0 LOS DCAECAEDAFCA Approach Delay 36.9 24.4 43.4 34.4 Approach LOSDCDC Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 47 (39%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 32.2 Intersection LOS: C Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 60

Splits and Phases: 2: North-South Arterial & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 6 LM Page 7 HCM Signalized Intersection Capacity Analysis 2025 Total PM Lanes, Volumes, Timings 2025 Total PM 2: North-South Arterial & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Volume (vph) 42 1025 202 39 1032 164 109 0 21 148 0 71 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Storage Length (m) 80.0 80.0 80.0 80.0 30.0 0.0 0.0 0.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Storage Lanes 1 1 1 1 1 0 2 0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Taper Length (m) 15.0 15.0 15.0 15.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Satd. Flow (prot) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Frt 0.850 0.850 0.850 0.850 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3288 3390 1517 1695 3390 1517 1695 3390 1517 1695 3390 1517 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 0 3288 1517 0 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 0.711 0.950 Adj. Flow (vph) 249 506 7 89 1036 106 4 283 49 196 509 340 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1269 1517 0 3288 1517 0 RTOR Reduction (vph) 0050072003900199 Right Turn on Red Yes Yes Yes Yes Lane Group Flow (vph) 249 506 2 89 1036 34 4 283 10 196 509 141 Satd. Flow (RTOR) 202 164 166 199 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Link Speed (k/h) 60 60 50 50 Protected Phases 7 4 3 8 5 2 1 6 Link Distance (m) 630.0 776.7 649.2 274.4 Permitted Phases4826 Travel Time (s) 37.8 46.6 46.7 19.8 Actuated Green, G (s) 11.7 39.5 39.5 10.9 38.7 38.7 0.8 24.8 24.8 16.8 40.8 40.8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 11.7 39.5 39.5 10.9 38.7 38.7 0.8 24.8 24.8 16.8 40.8 40.8 Adj. Flow (vph) 42 1025 202 39 1032 164 109 0 21 148 0 71 Actuated g/C Ratio 0.10 0.33 0.33 0.09 0.32 0.32 0.01 0.21 0.21 0.14 0.34 0.34 Shared Lane Traffic (%) Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Group Flow (vph) 42 1025 202 39 1032 164 109 21 0 148 71 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No No No No No No No Lane Grp Cap (vph) 320 1115 499 153 1093 489 11 700 313 237 1152 515 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right v/s Ratio Prot c0.08 0.15 0.05 c0.31 0.00 0.08 c0.12 c0.15 Median Width(m) 7.4 7.4 7.4 7.4 v/s Ratio Perm 0.00 0.02 0.01 0.09 Link Offset(m) 0.0 0.0 0.0 0.0 v/c Ratio 0.78 0.45 0.00 0.58 0.95 0.07 0.36 0.40 0.03 0.83 0.44 0.27 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Uniform Delay, d1 52.9 31.7 27.0 52.4 39.7 28.2 59.3 41.2 38.0 50.2 30.8 28.8 Two way Left Turn Lane Progression Factor 0.64 1.04 1.00 1.18 0.48 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Incremental Delay, d2 11.2 1.2 0.0 4.6 18.4 0.0 20.2 1.7 0.2 24.0 0.3 0.3 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Delay (s) 45.1 34.3 27.1 66.3 37.4 28.2 79.6 42.9 38.2 74.2 31.0 29.1 Number of Detectors 12112112 12 Level of Service D C C E D C E D D E C C Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Approach Delay (s) 37.8 38.7 42.7 38.5 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Approach LOSDDDD Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.78 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 28.0 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 80.8% ICU Level of Service D Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group 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 Prot NA Perm Prot NA Perm pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 74438852 16

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 8 LM Page 9 Lanes, Volumes, Timings 2025 Total PM Queues 2025 Total PM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Switch Phase Lane Group Flow (vph) 42 1025 202 39 1032 164 109 21 148 71 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.45 0.59 0.23 0.41 0.62 0.20 0.64 0.07 0.21 0.15 Minimum Split (s) 11.0 25.0 25.0 11.0 32.3 32.3 11.0 25.0 11.0 30.9 Control Delay 67.4 19.0 4.0 84.5 2.7 0.3 63.0 0.5 44.0 0.7 Total Split (s) 14.0 62.0 62.0 14.0 62.0 62.0 13.0 27.0 17.0 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 11.7% 51.7% 51.7% 11.7% 51.7% 51.7% 10.8% 22.5% 14.2% 25.8% Total Delay 67.4 19.0 4.0 84.5 2.7 0.3 63.0 0.5 44.0 0.7 Maximum Green (s) 7.0 55.7 55.7 7.0 55.7 55.7 6.0 20.0 10.0 25.1 Queue Length 50th (m) 7.7 96.5 13.2 9.9 6.3 0.0 ~32.7 0.0 12.9 0.0 Yellow Time (s) 4.0 3.7 3.7 4.0 3.7 3.7 4.0 4.0 4.0 3.3 Queue Length 95th (m) m20.1 130.4 m28.8 m11.8 m9.2 m0.1 37.5 0.0 31.7 0.0 All-Red Time (s) 3.0 2.6 2.6 3.0 2.6 2.6 3.0 3.0 3.0 2.6 Internal Link Dist (m) 606.0 752.7 625.2 250.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 80.0 80.0 80.0 80.0 30.0 Total Lost Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Base Capacity (vph) 98 1731 873 98 1652 823 169 391 717 474 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Starvation Cap Reductn 0000000000 Lead-Lag Optimize? Yes Yes Yes Yes Spillback Cap Reductn 0000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 0000000000 Recall Mode None C-Max C-Max None None None None None None Max Reduced v/c Ratio 0.43 0.59 0.23 0.40 0.62 0.20 0.64 0.05 0.21 0.15 Walk Time (s) 0.0 0.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 0.0 0.0 19.0 19.0 11.0 18.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 ~ Volume exceeds capacity, queue is theoretically infinite. Act Effct Green (s) 6.7 61.3 61.3 6.7 58.5 58.5 14.0 11.3 26.2 25.1 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.06 0.51 0.51 0.06 0.49 0.49 0.12 0.09 0.22 0.21 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.45 0.59 0.23 0.41 0.62 0.20 0.64 0.07 0.21 0.15 Control Delay 67.4 19.0 4.0 84.5 2.7 0.3 63.0 0.5 44.0 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.4 19.0 4.0 84.5 2.7 0.3 63.0 0.5 44.0 0.7 LOS EBAFAAEA DA Approach Delay 18.2 5.0 52.9 29.9 Approach LOS B A D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 104 (87%), Referenced to phase 4:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 60

Splits and Phases: 3: Main N-S Road/Lowes Acces & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 10 LM Page 11 HCM Signalized Intersection Capacity Analysis 2025 Total PM Lanes, Volumes, Timings 2025 Total PM 3: Main N-S Road/Lowes Acces & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 42 1025 202 39 1032 164 109 0 21 148 0 71 Volume (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Storage Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Storage Lanes 2 1 2 1 2 1 2 1 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Taper Length (m) 15.0 15.0 15.0 15.0 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1517 3288 1517 Frt 0.850 0.850 0.850 0.850 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.71 1.00 0.95 1.00 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1695 3390 1517 1695 3390 1517 1268 1517 3288 1517 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Permitted 0.950 0.950 0.950 0.950 Adj. Flow (vph) 42 1025 202 39 1032 164 109 0 21 148 0 71 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 RTOR Reduction (vph) 0 0 111 0 0 92 0 20 0 0 54 0 Right Turn on Red Yes Yes Yes Yes Lane Group Flow (vph) 42 1025 91 39 1032 72 109 1 0 148 17 0 Satd. Flow (RTOR) 274 148 146 146 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Prot NA Link Speed (k/h) 60 60 70 70 Protected Phases 7 4 3 8 5 2 1 6 Link Distance (m) 776.7 542.7 389.9 285.3 Permitted Phases 4 8 2 Travel Time (s) 46.6 32.6 20.1 14.7 Actuated Green, G (s) 5.6 54.3 54.3 4.2 52.9 52.9 14.0 8.0 26.2 29.3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Effective Green, g (s) 5.6 54.3 54.3 4.2 52.9 52.9 14.0 8.0 26.2 29.3 Adj. Flow (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Actuated g/C Ratio 0.05 0.45 0.45 0.04 0.44 0.44 0.12 0.07 0.22 0.24 Shared Lane Traffic (%) Clearance Time (s) 7.0 6.3 6.3 7.0 6.3 6.3 7.0 7.0 7.0 5.9 Lane Group Flow (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Enter Blocked Intersection No No No No No No No No No No No No Lane Grp Cap (vph) 79 1533 686 59 1494 668 169 101 717 370 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right v/s Ratio Prot c0.02 0.30 0.02 c0.30 c0.03 0.00 c0.05 0.01 Median Width(m) 7.4 7.4 7.4 7.4 v/s Ratio Perm 0.06 0.05 c0.04 Link Offset(m) 0.0 0.0 0.0 0.0 v/c Ratio 0.53 0.67 0.13 0.66 0.69 0.11 0.64 0.01 0.21 0.05 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Uniform Delay, d1 55.9 25.8 19.1 57.2 27.0 19.7 50.1 52.3 38.4 34.7 Two way Left Turn Lane Progression Factor 0.95 0.80 1.32 1.41 0.08 0.00 1.00 1.00 1.00 1.00 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 Incremental Delay, d2 6.7 2.3 0.4 13.7 0.7 0.0 8.5 0.1 0.1 0.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Delay (s) 59.8 22.9 25.6 94.3 2.8 0.0 58.5 52.4 38.5 34.9 Number of Detectors 121121121121 Level of Service E C C F A A E D D C Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Approach Delay (s) 24.5 5.3 57.6 37.4 Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 Approach LOS C A E D Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex HCM 2000 Volume to Capacity ratio 0.56 Detector 1 Channel Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.3 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Capacity Utilization 61.0% ICU Level of Service B Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Analysis Period (min) 60 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c Critical Lane Group 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 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases4826 Detector Phase 744388522166

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 12 LM Page 13 Lanes, Volumes, Timings 2025 Total PM Queues 2025 Total PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Lane Group Flow (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 v/c Ratio 0.64 0.76 0.64 0.97 0.93 0.34 0.92 0.36 0.21 0.68 0.97 0.18 Minimum Split (s) 11.0 32.0 32.0 11.0 32.0 32.0 11.2 30.0 30.0 11.2 30.0 30.0 Control Delay 71.4 43.5 20.7 147.2 68.7 9.6 90.1 27.7 4.8 60.6 65.4 2.6 Total Split (s) 11.0 32.0 32.0 15.0 36.0 36.0 22.2 50.7 50.7 22.3 50.8 50.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Split (%) 9.2% 26.7% 26.7% 12.5% 30.0% 30.0% 18.5% 42.3% 42.3% 18.6% 42.3% 42.3% Total Delay 71.4 43.5 20.7 147.2 68.7 9.6 90.1 27.7 4.8 60.6 65.4 2.6 Maximum Green (s) 4.7 25.7 25.7 8.7 29.7 29.7 15.7 44.2 44.2 15.8 44.3 44.3 Queue Length 50th (m) 8.5 70.7 45.3 28.5 93.3 2.9 49.0 41.4 0.0 30.7 146.3 0.0 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 4.2 4.2 4.2 4.2 4.2 4.2 Queue Length 95th (m) m#18.7 #104.5 91.1 #62.8 #154.8 26.3 #92.9 63.7 17.0 49.7 #232.4 10.3 All-Red Time (s) 2.6 2.6 2.6 2.6 2.6 2.6 2.3 2.3 2.3 2.3 2.3 2.3 Internal Link Dist (m) 752.7 518.7 365.9 261.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Bay Length (m) 200.0 100.0 55.0 55.0 60.0 30.0 125.0 125.0 Total Lost Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Base Capacity (vph) 128 726 540 238 839 486 436 1308 675 432 1256 654 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Starvation Cap Reductn 000000000000 Lead-Lag Optimize? Spillback Cap Reductn 000000000000 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Storage Cap Reductn 000000000000 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Reduced v/c Ratio 0.64 0.75 0.63 0.97 0.92 0.34 0.92 0.36 0.21 0.61 0.97 0.18 Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Intersection Summary Flash Dont Walk (s) 18.0 18.0 18.0 18.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 # 95th percentile volume exceeds capacity, queue may be longer. Act Effct Green (s) 4.7 25.3 25.3 8.7 29.3 29.3 15.9 46.3 46.3 14.0 44.5 44.5 Queue shown is maximum after two cycles. Actuated g/C Ratio 0.04 0.21 0.21 0.07 0.24 0.24 0.13 0.39 0.39 0.12 0.37 0.37 m Volume for 95th percentile queue is metered by upstream signal. v/c Ratio 0.64 0.76 0.64 0.97 0.93 0.34 0.92 0.36 0.21 0.68 0.97 0.18 Control Delay 71.4 43.5 20.7 147.2 68.7 9.6 90.1 27.7 4.8 60.6 65.4 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.4 43.5 20.7 147.2 68.7 9.6 90.1 27.7 4.8 60.6 65.4 2.6 LOS EDCFEAFCAEEA Approach Delay 37.9 76.0 49.2 60.1 Approach LOS D E D E Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 57.1 Intersection LOS: E Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 60

Splits and Phases: 4: Terry Fox Drive & Hazeldean Road

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 14 LM Page 15 HCM Signalized Intersection Capacity Analysis 2025 Total PM Lanes, Volumes, Timings 2025 Total PM 4: Terry Fox Drive & Hazeldean Road 590 Hazeldean Road 5: Main N-S Road & Internal 1 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Volume (vph) 00000110610191100 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 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 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.865 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.993 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 0 1784 0 0 1543 0 0 1784 0 0 1772 0 Satd. Flow (prot) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Flt Permitted 0.993 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 0 1784 0 0 1543 0 0 1784 0 0 1772 0 Satd. Flow (perm) 3288 3390 1517 3288 3390 1517 3288 3390 1517 3288 3390 1517 Link Speed (k/h) 50 50 50 50 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Distance (m) 149.7 175.3 618.5 649.2 Adj. Flow (vph) 82 545 341 231 770 164 402 467 145 262 1213 116 Travel Time (s) 10.8 12.6 44.5 46.7 RTOR Reduction (vph) 0 0 216 0 0 112 0 0 89 0 0 73 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Group Flow (vph) 82 545 125 231 770 52 402 467 56 262 1213 43 Adj. Flow (vph) 00000110610191100 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Shared Lane Traffic (%) Protected Phases 7 4 3 8 5 2 1 6 Lane Group Flow (vph) 0000110061001290 Permitted Phases4826 Enter Blocked Intersection No No No No No No No No No No No No Actuated Green, G (s) 4.7 25.3 25.3 8.7 29.3 29.3 15.9 46.4 46.4 14.0 44.5 44.5 Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Effective Green, g (s) 4.7 25.3 25.3 8.7 29.3 29.3 15.9 46.4 46.4 14.0 44.5 44.5 Median Width(m) 0.0 0.0 3.7 3.7 Actuated g/C Ratio 0.04 0.21 0.21 0.07 0.24 0.24 0.13 0.39 0.39 0.12 0.37 0.37 Link Offset(m) 0.0 0.0 0.0 0.0 Clearance Time (s) 6.3 6.3 6.3 6.3 6.3 6.3 6.5 6.5 6.5 6.5 6.5 6.5 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Two way Left Turn Lane Lane Grp Cap (vph) 128 714 319 238 827 370 435 1310 586 383 1257 562 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 v/s Ratio Prot 0.02 0.16 c0.07 c0.23 c0.12 0.14 0.08 c0.36 Turning Speed (k/h) 24 14 24 14 24 14 24 14 v/s Ratio Perm 0.08 0.03 0.04 0.03 Sign Control Yield Yield Yield Yield v/c Ratio 0.64 0.76 0.39 0.97 0.93 0.14 0.92 0.36 0.10 0.68 0.96 0.08 Intersection Summary Uniform Delay, d1 56.8 44.5 40.7 55.5 44.4 35.5 51.5 26.2 23.4 50.9 37.0 24.4 Area Type: Other Progression Factor 0.88 0.82 1.61 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Control Type: Roundabout Incremental Delay, d2 9.4 4.3 0.7 88.8 22.2 0.2 35.0 0.8 0.3 5.1 27.5 0.3 Intersection Capacity Utilization 23.9% ICU Level of Service A Delay (s) 59.4 40.8 66.1 144.3 66.5 35.7 86.4 26.9 23.8 56.0 64.5 24.7 Analysis Period (min) 60 Level of Service E D E F E D F C C E E C Approach Delay (s) 51.3 77.6 50.1 60.2 Approach LOS D E D E Intersection Summary HCM 2000 Control Delay 60.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.6 Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 60 c Critical Lane Group

8/26/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 16 LM Page 17 HCM Unsignalized Intersection Capacity Analysis 2025 Total PM HCM 2010 Roundabout 2025 Total PM 5: Main N-S Road & Internal 1 590 Hazeldean Road 5: Main N-S Road & Internal 1 590 Hazeldean Road

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Intersection Right Turn Channelized Intersection Delay, s/veh 4.1 Volume (veh/h) 00000110610191100 Intersection LOS A Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Approach EB WB NB SB Hourly flow rate (vph)00000110610191100 Entry Lanes 1111 Approach Volume (veh/h) 0 11 61 129 Conflicting Circle Lanes 1111 Crossing Volume (veh/h) 129 61 19 0 Adj Approach Flow, veh/h 0 11 61 129 High Capacity (veh/h) 1252 1320 1364 1385 Demand Flow Rate, veh/h 0 11 62 131 High v/c (veh/h) 0.00 0.01 0.04 0.09 Vehicles Circulating, veh/h 131 62 19 0 Low Capacity (veh/h) 1041 1103 1143 1161 Vehicles Exiting, veh/h 0 19 112 73 Low v/c (veh/h) 0.00 0.01 0.05 0.11 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Intersection Summary Ped Vol Crossing Leg, #/h 0000 Maximum v/c High 0.09 Ped Cap Adj 1.000 1.000 1.000 1.000 Maximum v/c Low 0.11 Approach Delay, s/veh 0.0 3.5 3.8 4.2 Intersection Capacity Utilization 23.9% ICU Level of Service A Approach LOS - A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 Entry Flow, veh/h 0 11 62 131 Cap Entry Lane, veh/h 991 1062 1109 1130 Entry HV Adj Factor 1.000 1.000 0.980 0.983 Flow Entry, veh/h 0 11 61 129 Cap Entry, veh/h 991 1062 1087 1111 V/C Ratio 0.000 0.010 0.056 0.116 Control Delay, s/veh 3.6 3.5 3.8 4.2 LOSAAAA 95th %tile Queue, veh 0 0 0 0

8/29/2013 Synchro 8 Report 8/29/2013 Synchro 8 Report LM Page 18 LM Page 19 Lanes, Volumes, Timings 2025 Total PM HCM Unsignalized Intersection Capacity Analysis 2025 Total PM 6: Internal 2 & Main N-S Road 590 Hazeldean Road 6: Internal 2 & Main N-S Road 590 Hazeldean Road

Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Configurations Lane Configurations Volume (vph) 0 10 10 56 20 0 Sign Control Stop Stop Stop Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Volume (vph) 0 10 10 56 20 0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.885 Hourly flow rate (vph) 0 10 10 56 20 0 Flt Protected 0.950 Direction, Lane # EB 1 WB 1 SB 1 Satd. Flow (prot) 0 1784 1579 0 1695 0 Flt Permitted 0.950 Volume Total (vph) 10 66 20 Satd. Flow (perm) 0 1784 1579 0 1695 0 Volume Left (vph) 0 0 20 Link Speed (k/h) 50 50 50 Volume Right (vph) 0 56 0 Link Distance (m) 133.4 145.8 618.5 Hadj (s) 0.03 -0.48 0.23 Travel Time (s) 9.6 10.5 44.5 Departure Headway (s) 4.0 3.5 4.3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Degree Utilization, x 0.01 0.06 0.02 Adj. Flow (vph) 0 10 10 56 20 0 Capacity (veh/h) 879 1022 816 Shared Lane Traffic (%) Control Delay (s) 7.1 6.7 7.4 Lane Group Flow (vph) 0 10 66 0 20 0 Approach Delay (s) 7.1 6.7 7.4 Enter Blocked Intersection No No No No No No Approach LOS A A A Lane Alignment Left Left Left Right Left Right Intersection Summary Median Width(m) 0.0 0.0 3.7 Delay 6.9 Link Offset(m) 0.0 0.0 0.0 Level of Service A Crosswalk Width(m) 1.6 1.6 1.6 Intersection Capacity Utilization 14.2% ICU Level of Service A Two way Left Turn Lane Analysis Period (min) 60 Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 60

8/26/2013 Synchro 8 Report 8/26/2013 Synchro 8 Report LM Page 19 LM Page 20