4005 Strandherd Drive, City of Ottawa Community Transportation Study

March 2016

prepared for: Minto Communities 200-180 Kent St. Ottawa, ON K1P 0B6

prepared by:

100-1223 Michael Street Ottawa, ON K1J 7T2

March 2016

603040 WBS 01000

March 31, 2016 OUR REF: 603040 WBS 01000

Minto Communities 200-180 Kent St. Ottawa, Ontario K1P 0B6

Re: 4005 Strandherd Drive, City of Ottawa, Community Transportation Study - CTS Checklist

Report Context  Municipal address;  Study area;  Location relative to major elements of the existing transportation system (e.g. the site is located in the southwest quadrant of the intersection of Main Street/First Street, 600 m from the Maple Street Rapid Transit Station);  Existing land uses or permitted use provisions in the Official Plan, Zoning By-law, etc.;  Proposed land uses and relevant planning regulations to be used in the analysis;  Proposed development size (e.g. building size, number of residential units, etc.) and location on site;  Planned phasing of development – Unknown at this time, will be examined through future TIAs;  Estimated date of occupancy;  Proposed number of parking spaces (not relevant for Draft Plans of Subdivision);  Proposed access points and type of access (i.e. full movement, right-in/ right-out, etc.);

Existing Conditions  Existing roads and ramps within the study area, including jurisdiction, classification, number of lanes, and posted speed limit;  Existing intersections, indicating type of control, lane configurations, turning restrictions, and any other relevant data (e.g. unusual lane widths, grades, etc.);  Existing access points to adjacent developments (i.e. both sides of all roads bordering the site);  Existing transit system, including stations and stops;  Existing on/off-road bicycle facilities and pedestrian sidewalks/pathway networks;  Existing network operations (e.g. v/c, LoS, queue lengths, etc.);  Major trip generators/attractors within the Study Area;

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Demand Forecasting  General background growth;  Other study area developments;  Changes to the study area road network;  Projected background network operations (e.g. v/c, LoS, queue lengths, etc.):  Trip generation rates;  Trip distribution and assignment;

Impact Analysis  Total projected network operations (e.g. v/c, LoS, queue lengths, etc.);  Screenline Analysis;  Signal and auxiliary lane warrants;  Pedestrian and bicycle network connections and continuity;  Potential for neighbourhood/community impacts and TDM;  Synchro Files;

Comments:

{ 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table of Contents 1. Introduction ...... 1 1.1 Clarke Development Context ...... 4 2. Existing Conditions ...... 8 2.1 Study Area Road Network ...... 8 2.2 Transit Network ...... 10 2.3 Pedestrian & Cycling Network ...... 10 2.4 Existing Traffic Operations ...... 11 2.5 Existing Screenline Analysis ...... 15 3. Demand Forecasting ...... 16 3.1 Background Traffic Growth ...... 16 3.2 Site Trip Generation ...... 16 3.3 Vehicle Traffic Distribution and Assignment ...... 17 3.4 Projected Intersection Volumes ...... 18 4. Future Traffic Operations ...... 26 4.1 Intersection Operational Analysis ...... 26 4.2 Screenline Operational Analysis ...... 32 5. Clarke Development Transportation Discussion ...... 35 6. Conclusions ...... 38 List of Figures Figure 1: Local Site Context ...... 2 Figure 2: Proposed Site Plan ...... 3 Figure 3: Chapman Mills Drive Future Cross Section ...... 5 Figure 4 Future Bus Rapid Transit Corridor Cross Section ...... 6 Figure 5: Chapman Mills Drive EA Plan Excerpt ...... 7 Figure 6 Study Area Intersection Control and Lane Configuration ...... 9 Figure 7: Existing Transit Network ...... 10 Figure 8: Cycling Network ...... 11 Figure 9: 2016 Existing Traffic Volumes ...... 12 Figure 10: Future / Diverted Chapman Mills Traffic Volumes ...... 17 Figure 11: 2025 Future Background Traffic Volumes ...... 20 Figure 12: 2030 Future Background Traffic Volumes ...... 21 Figure 13: Site Generated Traffic Volumes ...... 22 Figure 14: Pass-by Traffic Volumes ...... 23 Figure 15: 2025 Future Total Traffic Volumes ...... 24 Figure 16: 2030 Future Total Traffic Volumes ...... 25

4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

List of Tables Table 1: Intersection Operational Analysis 2016 Existing Traffic Conditions ...... 13 Table 2: 2016 Existing Screenline ...... 15 Table 3: Clarke Development Proposed Land Uses ...... 16 Table 4: South Nepean Existing Mode Share ...... 17 Table 5: Site Trip Generation ...... 17 Table 6: Traffic Distribution ...... 18 Table 7: Intersection Operational Analysis 2025 Future Background Traffic Conditions ...... 26 Table 8: Intersection Operational Analysis 2025 Total Future Traffic Conditions ...... 29 Table 9: 2025 Future Background Screenline ...... 33 Table 10: 2025 Total Future Screenline ...... 34

List of Appendices Appendix A – Traffic Data Appendix B – Synchro Worksheets Appendix C – Detailed Trip Generation

4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

1. Introduction This study has been prepared in support of Minto Communities’ Draft Plan Application for a mixed use residential development for the greenfield site located at 4005 Strandherd Drive, commonly referred to as the Clarke Development. Minto’s proposed development will include 97 single family homes, 134 townhouse units, 12 back to back townhouse units, 24 condominium units, an elementary school, and 325,000 square feet of mixed commercial development. While not considered in this application, the adjacent Mion development has also been included in this study and its analysis. The Mion development consists of approximately 50 single family homes and 150 townhouse units. For the purposes of this study it has been assumed that the site will be fully occupied and operational in 2025.

The subject site is located south of Strandherd Drive between Cedarview Road and the Kennedy-Burnett Stormwater Management Facility. The site will have several local access points for residential traffic, along the future Chapman Mills Drive extension and through the existing Barrhaven Mews Development. The proposed school block accesses will be determined through the site plan application for the school, but for the purposes of this study it was assumed that all vehicular access will be off of the future Chapman Mills Drive extension. The commercial properties will have several access points including right in / right out accesses on Strandherd Drive, a signalized access onto Strandherd Drive, and an access onto Cedarview Drive.

Figure 1 shows the site location and the nearby road network.

Figure 2 shows the proposed Site Plan.

As defined in the City of Ottawa’s 2006 Transportation Impact Assessment Guidelines (TIA Guidelines) a Community Transportation Study is required to support the subject development application.

Consistent with the TIA Guidelines the following horizon years will be considered in the demand forecasting and operational analysis: 2016 (Existing Conditions), 2025 (Full Build-out, assumed), and 2030 (Full Build-out plus five years).

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Legend Study Area Intersection Signalized Intersection

Figure 1: Local Site Context Figure 2: Draft Plan 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

1.1 Clarke Development Context The Clarke development will be located within the approximate boundaries: Strandherd Drive to the north, Cedarview Road to the west, the Kennedy-Burnett Stormwater management ponds (SWMF) to the east and the future alignment of Chapman Mills Drive extension and Bus Rapid Transit Corridor to the south.

Schedule E of the City of Ottawa Official Plan, last amended in 2013 identifies Strandherd Drive as an arterial road with a number of existing and planned development. The Clarke lands are designated as Employment Area (near Cedarview) and General Urban Area in the City of Ottawa Official Plan. The South Nepean Urban Area Secondary Plan for Area 8 designates the Clarke lands as Prestige Business Park (near Cedarview), Residential and Local Commercial (Chapman Mills and Strandherd). A Secondary Plan has been developed which provides detailed policies and a strategy to guide future development in Area 8, also commonly referred to as the Clarke development.

Existing development in Area 8 includes the Mattamy-Andora (Barrhaven Mews) residential development in the northeast corner adjacent to the SWMF and the Clarke family private residence (3231 Cedarview Road) that is approximately 5 acres in size. The Secondary Plan for Area 8 identifies the following land uses and projected land use statistics: retail (550m2), residential units (700), population (1,700) and employment (350 min.).

The community of Barrhaven south has undergone consistent development over the last several years. North of Strandherd Drive, stretching to Fallowfield Road and the Greenbelt boundary subdivisions, have evolved and community centres, parks, and greenspace have followed. From Highway 416 to nearly Greenbank Road on the south side of Strandherd Drive remains mostly undeveloped at this point in time. There are currently 197 single family homes constructed as part of the Barrhaven Mews development west of the Kennedy-Burnett pond and directly south of Strandherd Drive, and planned for the Mion Lands adjacent to the south, is approximately 200 dwelling units (singles, towns and multiples). Commercial development intensifies east of the SWMF primarily south of Strandherd Drive and north along Greenbank Road.

A number of projects are happening concurrently along the Strandherd Road corridor.

Citi Gate Development In 2012, Novatech Engineering Consultants Ltd. completed a Community Transportation Study for the proposed Highway 416 employment lands. The project proposed an 81.56 hectare phased development (currently underway) at the Highway 416/Fallowfield Road interchange east to Strandherd Drive and south to McKenna Casey Drive by the Regional Group. The development will include Business Park, Prestige Business Park, commercial retail and car dealership land uses and will be named the Citi Gate Corporate Campus. South of these lands, an additional 53.16 hectares of land not owned by the Regional Group contains a City of Ottawa snow disposal facility and the Canadian National Railway (CNR) which have been incorporated into the Master Concept Plan for the area. A large format shopping centre and hotel are part of the proposed development of these additional lands; the snow disposal facility will remain.

4401 Fallowfield Road Development In 2013, IBI Group completed a Transportation Impact Study for the proposed development at 4401 Fallowfield Road for DCR/Phoenix Group. The site is approximately 10 hectares in size bounded by Fallowfield Road to the east and south, Highway 416 to the west and O’Keefe Court to the north. At the

Page | 4 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016 time the TIS was completed, the proposed development consisted of primarily office uses, two hotels a Salvation Army recreational centre/place of worship with an anticipated full build-out date of 2017.

Strandherd Drive Transportation A final detailed design for the widening of Strandherd Drive from Crestway Drive to Prince of Wales Drive is complete. The outcome of the project includes the following elements relevant to the study area for this project: • Extension of Strandherd Drive from Crestway Drive to Prince of Wales Drive to provide two traffic lanes and one bus lane in each direction • Provision of a 2.0m wide concrete sidewalk on the south side and a 3.00m wide multi-use asphalt pathway on the north side • New street lighting in the median Chapman Mills Drive EA The Chapman Mills Extension and Bus Rapid Transit Environmental Assessment project has presented a recommended plan to the public at their third and final public open house. It is anticipated that the environmental study report will be ready for public review July/August 2016. This project identified a functional design for all modes of transportation along the proposed extension alignment including a proposed bust rapid transit alignment.

South of the Clarke development, Chapman Mills Drive is proposed to have the following within its typical cross-section: 2.8m wide concrete sidewalk on either side of the roadway, 2.0m cycle track east/westbound, 1.2m boulevard on either side of the roadway, 2.5m parking lane both east/westbound, 3.5m east/westbound travel lane, 4.5m landscaped area or transit station both east/westbound, 8.0m wide BRT for east/westbound transit, 4.5m green lane.

Figure 3 illustrates the Chapman Mills Drive Future Cross Section.

Figure 3: Chapman Mills Drive Future Cross Section

Public Open House #3 – Excerpt

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After the intersection with the proposed roadway that connects to Fraser Fields, Chapman Mills because an exclusive BRT corridor with a 3.0m multi-use pathway located north of the BRT. Both BRT and multi- use pathway terminate at intersection with Cedarview Road.

Figure 4 illustrates the Future Bus Rapid Transit Corridor Cross Section.

Figure 4: Future Bus Rapid Transit Corridor Cross Section

Public Open House #3 – Excerpt

Through the EA process, Minto Communities has participated as a stakeholder and provided input into the design of the Chapman Mills collector. The resulting design is shown in Figure 5, an excerpt from the Chapman Mills Drive Extension Recommended Plan.

This design includes several key features that help create a street integrated with the community: 1. Active Modes – sidewalks, multi-use paths, and the cycle tracks extend the length of the collector and connect the active mode facilities on Strandherd Drive to those along Chapman Mills and south of the Study Area. These facilities are important to provide access both along and across the collector such as the school site, in order to safely promote walking and cycling. 2. Laybys – following the direction of the City’s Building Better and Smarter Suburbs Initiative laybys are included in the collector to provide school bus drop off / pick up to the school site. 3. All-way Stop – while not indicated on the EA’s Recommended Plan an all-way stop should be considered at the school entrance and Street 5 to allow for controlled pedestrian and cycling crossings of the street. 4. Local Streets – similarly while not noted in the EA’s Recommended Plan several local streets will intersect with the collector.

Page | 6 Figure 5: Chapman Mills Drive EA Plan Excerpt 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

2. Existing Conditions

2.1 Study Area Road Network The Study Area road network is summarized below: Strandherd Drive is a major east-west arterial road in Barrhaven connecting to the Fallowfield Road Highway 416 interchange in the west and to the Vimy Memorial Bridge over the Rideau River in the east. Within the Study Area (for the CTS), Strandherd Drive is a two-lane road, widening to a four-lane road near Jockvale Road and with a posted speed limit ranging between 60 km/h and 80 km/h. The 2013 Transportation Master Plan (TMP) identifies the need to widen Strandherd Drive to four lanes between Fallowfield Road and Maravista Drive during Phase 1 (2014-2019) of the Affordable Road Network. Construction is currently underway. Widening between Maravista Drive and Jockvale Road is scheduled for completion during Phase 2 (2020-2025) of the Affordable Road Network.

Cedarview Road is a two-lane rural arterial road that runs north-south. New intersections are anticipated resulting from the proposed Clarke developments. The 2013 TMP has not identified any upgrades to the roadway within the 2031 planning horizon.

Tartan Drive is a collector road that runs east-west. It begins as Cedarview Road and changes to Tartan Drive at the intersection with Strandherd Drive. Tartan Drive extends through the neighbourhood to a roundabout at Jockvale Road in the east.

Jockvale Road is a major collector road. The south leg of the intersection with Strandherd Drive provides access to a large commercial development.

Greenbank Road is a major north-south arterial that links Highway 417 with Prince of Wales Drive. In 2006 the Greenbank Road Widening (Malvern Drive to Cambrian Road) EA was completed and construction is currently underway between Malvern Drive and Marketplace Avenue. The recommended plan suggested widening Greenbank Road from two to four lanes, including realignment south of Chapman Mills Drive. The 2013 TMP proposes to extend the road as a new four lane roadway from Jockvale Road south completed as part of Phase 1 (2015-1019) of the Affordable Road Network. The project includes a new bridge over the Jock River.

Chapman Mills Drive is an east-west major collector connecting Longfields Drive to Woodroffe Avenue. As part of an ongoing EA, an extension of Chapman Mills Drive, from Longfields Drive west to Strandherd Drive, is being designed. Further details on this EA and the Chapman Mills Drive Extension can be found above.

Andora Avenue is a local road connecting the Barrhaven Mews development directly to the arterial road network at Strandherd Drive.

Figure 6 documents the existing lane configurations and intersection controls in the Study Area.

Page | 8 Legend Study Area Intersection Signalized Intersection

Lane Configuration c Channelized Existing Roadway Future Roadway

Figure 6: Study Area Intersection Control and Lane Configuration 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

2.2 Transit Network Within the study area, OC Transpo Routes 73 and 173 run along Strandherd Drive. Transit stops are located eastbound at Fraser Fields Way, Kingsview Lane, Andora Avenue and Jockvale Road and continues east. Transit stops are located westbound at Tallgrass Lane and Fraser Fields Way. Figure 7 shows the transit routes through the Study Area. Figure 7: Existing Transit Network

Subject Site

Accessed March 8, 2016. http://www.octranspo1.com/images/files/systemmap/systemmap.pdf Main transit facilities in the area are the Southwest Transitway and the Barrhaven-Riverside South Bus Rapid Transit (BRT) Facility. When Greenbank is realigned south, it will include extending the Transitway via exclusive bus lanes in the centre median. The Barrhaven-Riverside South BRT facility runs east-west. Existing separated bus lanes are located in the centre median along Chapman Mills Drive from Beatrice Avenue and Nepean Woods Station, switching to exclusive bus lanes along Strandherd Drive and Earl Armstrong Road. BRT lanes are planned for Chapman Mills Drive from the current terminus at Beatrice Drive further west to Greenbank Road, including a connection to the Southwest Transitway.

2.3 Pedestrian & Cycling Network The City of Ottawa Pedestrian Plan (2013) identifies pedestrian facilities along Strandherd Drive as sidewalks on both north and south sides of the road from Cedarview Road to approximately Andora Avenue where a multi-use pathway extends along the north side of the road, sidewalk continues along the south side. On Strandherd Drive pedestrian signals are located at Cedarview Road and Andora Avenue and signalized intersections continuing east. Pedestrian facilities are also available throughout the existing community roads.

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Strandherd Drive is identified in the City of Ottawa Cycling Plan (2013) as a spine or City-Wide route. Spine Routes serve to provide higher capacity routes for direct, longer distance travel and serve to connect to local routes such as Cedarview Road in the study area. Existing facilities along Strandherd Drive include paved shoulders from Fallowfield Road to just east of Andora Avenue. Existing bike lanes begin east of Greenbank Road. Chapman Mills Drive is identified as an on-road cycling route in the 2006 South Nepean Town Centre Community Design Plan between Longfields Drive and the Kennedy-Burnett Drain. No facilities have been identified for the extension west of the SW Transitway. Major pathways are identified throughout the study area in the ultimate cycling network. Figure 8 illustrates the study area, and surrounding area, cycling network. Figure 8: Cycling Network

2.4 Existing Traffic Operations To establish the baseline intersection operations an operational analysis of the existing traffic conditions has been undertaken for the Study Area intersections. The most recent turning movement counts have been obtained from the City of Ottawa. The counts were undertaken between October 2014 and December 2015. To estimate existing 2016 traffic conditions a 1% / annum growth rate was applied and the resulting traffic volumes are shown on Figure 9.

Appendix A contains the detailed traffic data sheets.

Page | 11 xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 9: 2016 Existing Traffic Volumes 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

To assess the peak hour traffic conditions a level of service analysis has been completed using Trafficware Synchro 8.0, which implements the methods of the 2000 Highway Capacity Manual. The key parameters used in the analysis include: • A saturation flow rate of 1800 (as per the City of Ottawa TIA Guidelines) • Existing lane arrangements • Existing signal timing (provided by the City of Ottawa) • Peak hour factor (derived from the traffic count provided by the City of Ottawa) • Heavy vehicle percentages (derived from the traffic count provided by the City of Ottawa) • Heavy vehicle equivalent factor of 1.70 (as per the City of Ottawa TIA Guidelines) • Default values for all other inputs (as defined by Synchro 8.0) The results of the operational analysis are summarized in Table 1. The existing signal timing information is included in Appendix A. The Synchro analysis outputs are provided in Appendix B. Table 1: Intersection Operational Analysis 2016 Existing Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L/T A 0.01 39 2 - - - - EB R A 0.00 39 0 A 0.00 36 0 WB L/T/R D 0.83 46 74 E 0.95 45 #121 Strandherd L ------Drive / NB T F 1.00 18 #368 B 0.61 12 118 Kennevale R A 0.15 6 17 A 0.13 8 12 Drive L D 0.82 13 #20 A 0.45 10 36 Signalized SB T A 0.53 9 92 E 0.94 18 #340 R A 0.00 6 0 - - - - Overall E 0.96 36 - E 0.94 31 - L C 0.79 62 #32 A 0.60 21 40 EB T/ R C 0.72 21 125 F 1.26 149 #344 Cedarview L A 0.04 12 4 A 0.24 15 7 Road & Tartan WB T/R E 0.98 49 #241 C 0.73 21 134 Drive / L D 0.90 55 #118 A 0.29 24 32 Strandherd NB T/R A 0.12 21 17 A 0.07 21 13 Drive L A 0.15 22 17 A 0.22 23 24 Signalized SB T/R A 0.11 22 14 A 0.08 21 13 Overall E 0.95 39 - D 0.86 84 - Frasier Fields EB L/T A 0.01 <1 <1 A 0.06 2 1 Way / WB T/R Unopposed Movement Strandherd Drive SB L/R A 0.42 37 15 A 0.44 59 14 Unsignalized

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Table 1: Intersection Operational Analysis 2016 Existing Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 Andora EB T/R A 0.42 3 45 B 0.66 5 107 Avenue / L A 0.01 1 1 A 0.10 2 4 WB Strandherd T B 0.61 5 90 A 0.49 3 56 Drive NB L/R A 0.28 48 14 A 0.20 49 10 Signalized Overall B 0.59 5 - B 0.65 5 - L A 0.11 14 8 A 0.02 19 2 EB T/ R A 0.31 19 54 A 0.58 27 108 L A 0.19 27 m30 A 0.57 37 m55 WB T/ R A 0.50 45 116 B 0.64 50 157 L A 0.59 58 32 B 0.67 61 38 NB T A 0.34 51 26 B 0.66 56 55 R A 0.04 48 0 A 0.09 46 14 L D 0.89 62 #96 F 1.12 125 #112 SB T/ R A 0.20 33 29 A 0.39 33 56 Jockvale Road Overall B 0.64 40 - D 0.85 51 - / Strandherd Mitigation Measures: Optimize Signal Timing Drive L A 0.03 23 2 Signalized EB T/ R B 0.67 31 123 L B 0.62 18 m55 WB T/ R B 0.70 25 157 L B 0.65 49 38 NB T B 0.65 49 55 R A 0.09 46 2 L D 0.89 32 #91 SB T/ R A 0.34 28 51 Overall D 0.83 43 - L A 0.42 28 m37 A 0.59 43 m#55 EB T B 0.66 38 m77 E 0.96 51 m#127 R A 0.13 34 m9 A 0.18 20 m4 L A 0.19 20 20 B 0.63 33 #82 Greenbank WB T C 0.77 45 107 D 0.85 50 #118 Road / R A 0.22 34 27 A 0.26 34 32 Strandherd L B 0.69 55 46 B 0.65 54 42 Drive NB T/ R C 0.79 50 81 C 0.71 48 66 Signalized L A 0.55 54 31 C 0.73 56 53 SB T A 0.31 42 29 C 0.77 49 82 R A 0.07 40 5 A 0.21 39 24 Overall C 0.71 43 - D 0.81 46 - L=Left Turn Movement(s); T=Through Movement(s); R=Right Turn Movement(s) # - 95TH Percentile volume exceeds capacity, queue may be longer 1 – Level of Service based on v/c ratio as per the City of Ottawa TIA Guidelines 2 – 95th Percentile queue

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The existing signalized intersections were shown to operate with several critical movements and poor overall levels of service. By optimizing the PM peak hour signal timings the intersection of Jockvale Road at Strandherd Drive was shown to operate within acceptable operational thresholds. Signal timing optimizations were tested at other locations but did not improve operations. This result is not surprising as Strandherd Drive has been (and will be) under construction. As significant physical upgrades to Strandherd Drive are planned within the study horizon no capacity upgrades were considered to address existing deficiencies, as part of the analysis of existing conditions.

2.5 Existing Screenline Analysis To determine the overall network capacity a screenline analysis has been undertaken. This exercise draws an imaginary line across several roads and looks at the roadway capacity across this point. While each road is tabulated individually, the key point for a screenline is the total available capacity.

Table 2: 2016 Existing Screenline

Screenline Direction Peak Vehicles v/c Station # lanes Assumed Capacity* AM 1210 1.15 Northbound PM 763 0.73 Strandherd 1 1,050 AM 624 0.59 Southbound PM 1243 1.18 AM 347 0.43 Northbound PM 560 0.70 Jockvale 1 800 AM 389 0.49 Southbound PM 545 0.68 AM 873 0.44 Northbound PM 805 0.40 Greenbank 2 1,995 AM 460 0.23 Southbound PM 1040 0.52 AM 2430 0.63 Northbound PM 2128 0.55 TOTAL 4 3,845 AM 1473 0.38 Southbound PM 2828 0.74 * Assumed capacity obtained from the 2008 Road Infrastructure Needs Study

A screenline which includes Strandherd Drive, Jockvale Road, and Greenbank Road, approximately at the CNR rail line, has been developed in order to assess the existing North/South network capacity. However, similar to Strandherd Drive, Greenbank Road is also under construction, and will have additional North/South Capacity in the next 4 to 5 years. The overall screenline is operating with a maximum v/c ratio of 0.74 and therefore, there is residual capacity available to accommodate additional traffic growth / development.

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3. Demand Forecasting

3.1 Background Traffic Growth To account for background traffic growth along Strandherd Drive, several planned developments have been considered. This includes volumes generated by the 4401 Fallowfield and the Citi-Gate developments. These volumes account for the majority of additional auto trips on Strandherd Drive. This study assumes that the mode share will remain stable (a conservative estimate) as the City of Ottawa is targeting growth in transit ridership, particularly in neighbourhoods South of the Jock River. If there is to be a shift in mode share (i.e. increase in transit), then the number of vehicle trips would have to decrease to accomplish this goal. To account for this effect, the background growth rate in addition to the developments explicitly added to the network, is considered negligible in the following analysis. A portion of the South Nepean Town Centre traffic demand was a third component of the background traffic model. It was estimated that 10% of the total traffic from the SNTC would be assigned to Chapman Mills Drive between Longfields Drive and Strandherd Drive. This was derived by examining the Chapman Mills EA Needs Assessment. The implementation of the Chapman Mills Drive Extension will also impact existing traffic on Strandherd Drive. Existing traffic on Strandherd Drive was reassigned to estimate the impact of the diversion of traffic away from Strandherd Drive. Figure 10 shows the projected Chapman Mills Drive Extension traffic volumes and the diverted traffic from Strandherd Drive onto Chapman Mills Drive Figure 11 shows the future background traffic volumes for the 2025 horizon. Figure 12 shows the future background traffic volumes for the 2030 horizon.

3.2 Site Trip Generation

The number of vehicle trips has been estimated, based on the proposed land uses, to project the impact of the proposed development on the surrounding road network. Table 3 documents the proposed land uses, the ITE Land Use Codes, and the independent variables that are being proposed for the Clarke Development.

Table 3: Clarke Development Proposed Land Uses Data Independent Land Use Source Variable Single Family Homes – Minto ITE 210 97 Units Townhouse / Condominium – Minto 134 Units Back to Back Townhouse – Minto ITE 230 12 Units Condominium – Minto 24 Units Single Family Homes – Mion ITE 210 50 Units Townhouse / Condominium – Mion ITE 230 150 Units Elementary School ITE 520 585 Students Shopping Centre ITE 820 325,000 ft²

The ITE Land Use Codes and independent variables described above were used to develop the baseline automobile trip generation. The baseline automobile trip generation is multiplied by 1.30 to estimate the number of peak hour person trips that could be generated by the proposed development. The 2011 NCR

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Household Origin – Destination Survey was reviewed to determine the mode share characteristics of the subject area, specifically, the South Nepean Area.

Table 4 documents the mode share based on O-D survey.

Table 4: South Nepean Existing Mode Share Travel Mode Mode Share Auto Driver 60% Auto Passenger 15% Transit 15% Non-motorized 10% Total Person Trips 100%

As described above, the gross total trip generation was derived based on the ITE Trip Generation Manual, 9th Edition, the proposed land uses, and the existing mode share.

A large portion of this development is a commercial development and the impact of pass-by trips must be considered. Based on Table 5.6 in the ITE Trip Generation Handbook, 2nd Edition a rate for Pass-By Trips and Diverted Link Trips for Weekday, p.m. peak periods was determined. The average of the surveys was 34%, used above to calculate the net new trips. As there is only data available for the p.m. peak period it has been assumed that the Pass-By rate would apply in the AM and PM peak periods equally.

Table 5 summarizes the total site trip generation.

Appendix C contains a detailed trip generation breakdown.

Table 5: Site Trip Generation AM Peak Hour PM Peak Hour

Inbound Outbound Total Inbound Outbound Total Gross Trips 285 332 617 647 618 1265 Pass-by -43 -43 -86 -175 -175 -350 (34%) Net New Vehicle 242 289 531 472 443 915 Trips

3.3 Vehicle Traffic Distribution and Assignment The vehicle traffic distribution and assignment was developed using The 2011 NCR Household Origin – Destination Survey, South Nepean section. The resultant distribution is outlined in Table 6.

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Table 6: Traffic Distribution To/From Percentage North 80% South 5% East 5% West 10% Total 100%

The new site generated trips were assigned to the study area intersections using the above distributions, the existing turning movement patterns, and the proposed access locations.

Figure 13 shows the total site generated traffic volumes.

Figure 14 shows the pass-by traffic volumes.

3.4 Projected Intersection Volumes The background traffic volumes were combined with the site traffic and pass-by volumes to determine the weekday AM and PM peak hour total traffic forecasts. The future total traffic volumes for the 2025 and 2030 horizon years are shown in Figure 15 and Figure 16, respectively.

Page | 18 xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 10: Future / Diverted Chapman Mills Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 11: 2025 Future Background Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 12: 2030 Future Background Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 13: Site Generated Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 14: Pass-by Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 15: 2025 Future Total Traffic Volumes xx AM Peak Hour Volumes (yy) PM Peak Hour Volumes

Figure 16: 2030 Future Total Traffic Volumes 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

4. Future Traffic Operations

4.1 Intersection Operational Analysis 2025 Future Background Conditions A level of service analysis of the future background AM and PM peak hour operating conditions was undertaken using, with a few exceptions, the same parameters as in the analysis of existing conditions. The exceptions included: the lane arrangements were updated to reflect the widening of Strandherd Drive from 2 to 4 lanes, auxiliary lanes were added along with the widening where appropriate, and the signal timings were all optimized. In addition to the widening of Strandherd from North of Kennevale to Jockvale Road the following auxiliary lanes were assumed to be constructed: • To accommodate high right turning volumes (i.e. >400 in the PM peak hour) or to improve intersection operations, right turn lanes were added at the following locations: o Eastbound on Strandherd Drive at Cedarview Road o Westbound on Strandherd Drive at Cedarview Road o Westbound on Strandherd at Jockvale Road

Table 7 summarizes the operational analysis for the projected 2025 future background conditions. Synchro analysis outputs are included in Appendix B. Table 7: Intersection Operational Analysis 2025 Future Background Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L/T F 1.10 151 #77 F 1.41 235 #254 EB R A 0.05 35 11 A 0.39 25 58 L/T F 0.98 88 #123 F 1.78 411 #112 WB Strandherd R A 0.23 37 28 A 0.07 21 12 Drive / L F 1.05 97 #120 D 0.84 68 #34 Kennevale NB T F 1.17 102 #382 F 1.17 120 #257 Drive R A 0.16 9 17 A 0.20 25 29 Signalized L D 0.89 122 #34 F 1.48 282 #94 SB T D 0.89 39 157 F 1.72 363 #477 R A 0.60 28 85 A 0.21 24 30 Overall F 1.19 76 - F 1.75 240 -

Page | 26 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 7: Intersection Operational Analysis 2025 Future Background Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L C 0.77 56 #27 D 0.86 50 #88 EB T B 0.65 19 118 D 0.86 18 201 R A 0.11 12 8 A 0.31 8 10 Cedarview L A 0.06 17 5 A 0.29 22 10 Road & Tartan WB T F 1.16 109 #313 C 0.80 30 159 Drive / R A 0.05 17 1 A 0.05 18 8 Strandherd L F 2.01 500 #256 C 0.74 60 #77 Drive NB T/R A 0.13 28 21 A 0.11 36 19 Signalized L A 0.34 51 27 A 0.35 41 35 SB T/R F 1.16 159 #129 A 0.14 37 21 Overall F 1.53 129 - D 0.88 26 - L A 0.09 8 3 A 0.22 17 14 EB T A 0.36 8 28 E 0.94 38 #248 R A 0.41 9 11 A 0.40 18 38 Chapman Mills L A 0.03 7 m2 A 0.19 16 m4 Drive WB T D 0.83 21 163 A 0.52 9 67 Extension / R A 0.01 9 m2 A 0.02 12 3 Strandherd L D 0.83 38 #71 E 0.98 72 #175 Drive NB T/R A 0.03 15 5 A 0.02 24 7 Signalized L A 0.08 16 8 A 0.06 24 11 SB T/R A 0.09 16 10 A 0.03 24 8 Overall A 0.83 17 - E 0.95 31 - Andora EB T/R A 0.24 5 41 A 0.57 12 m226 Avenue / L A 0.01 2 <1 A 0.19 4 7 WB Strandherd T A 0.54 11 200 A 0.31 2 42 Drive NB L/R A 0.27 57 16 A 0.17 57 11 Signalized Overall A 0.53 10 - A 0.55 9 - L A 0.18 22 9 A 0.02 7 <1 EB T/R A 0.35 27 82 F 1.06 73 #227 L A 0.19 23 m18 C 0.72 45 m#58 WB T C 0.79 43 m147 A 0.47 38 m12 Jockvale Road R A 0.15 109 m27 A 0.30 143 m77 / Strandherd L A 0.59 58 32 B 0.64 58 37 Drive NB T A 0.34 51 26 B 0.65 55 55 Signalized R A 0.04 48 0 A 0.09 46 13 L E 0.92 71 #101 F 1.22 168 #152 SB T/R A 0.20 34 29 A 0.41 35 57 Overall C 0.80 49 - F 1.10 76 -

Page | 27 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 7: Intersection Operational Analysis 2025 Future Background Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L D 0.85 81 m#59 B 0.70 41 M26 EB T A 0.52 25 m51 F 1.13 78 m#189 R A 0.13 26 m7 A 0.21 9 M1 L A 0.24 21 17 F 1.26 188 #97 Greenbank WB T F 1.04 71 #225 C 0.78 38 128 Road / R A 0.22 25 27 A 0.23 27 28 Strandherd L E 0.99 106 #61 F 1.19 178 #62 Drive NB T/R D 0.87 54 101 D 0.88 61 #92 Signalized L C 0.71 64 #35 D 0.89 76 #63 SB T A 0.32 39 35 D 0.86 54 #105 R A 0.07 37 4 A 0.19 37 24 Overall E 0.98 55 - F 1.11 67 - L=Left Turn Movement(s); T=Through Movement(s); R=Right Turn Movement(s) # - 95TH Percentile volume exceeds capacity, queue may be longer 1 – Level of Service based on v/c ratio as per the City of Ottawa TIA Guidelines 2 – 95th Percentile queue

The signalized intersections were shown to operate with several critical movements and poor overall levels of service. The upgrades to Strandherd Drive (widening along with additional auxiliary lanes) is not enough to keep this corridor operating within optimal operating thresholds. A significant portion of the growth that is leading to these deficiencies is associated with the Citi-Gate business park. As an example, the ultimate site traffic for Citi-Gate at the Kennevale Drive intersection is 1040 vehicles, northbound in the AM peak direction, and 888 vehicles, southbound in the PM peak direction. This represents almost half of the theoretical capacity of the future reconstructed Strandherd Drive. 2030 Future Background Conditions As discussed previously, a negligible rate of background growth has been applied to the Study Area road network for 2030. All of the planned upgrades for the Study Area road network would occur prior to 2025. As a result there is no change anticipated to the volume on Strandherd Drive, given that it will be at capacity and unable to process additional auto traffic. However, the person trip capacity will increase as a result of transit priority improvements made along the corridor. As the analysis results would be the same for the 2030 conditions as the 2025 conditions, Table 7 would apply to both scenarios. 2025 Total Future Conditions A level of service analysis of the future background AM and PM peak hour operating conditions was undertaken using the same parameters as in the analysis of 2025 future background conditions.

Table 8 summarizes the operational analysis for the projected Total Future Traffic Conditions. Synchro analysis outputs are included in Appendix B.

Page | 28 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 8: Intersection Operational Analysis 2025 Total Future Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L/T F 1.10 151 #77 F 1.45 253 #257 EB R A 0.05 35 8 A 0.40 25 59 L/T E 0.98 88 #123 F 1.89 463 #117 WB Strandherd R A 0.18 36 23 A 0.08 22 12 Drive / L F 1.11 121 #132 D 0.84 68 #33 Kennevale NB T F 1.21 119 #403 F 1.25 155 #288 Drive R A 0.16 9 18 A 0.20 24 29 Signalized L D 0.89 123 #34 F 1.48 282 #94 SB T E 0.97 52 #186 F 1.79 396 #512 R B 0.63 31 93 A 0.20 23 29 Overall F 1.25 88 - F 1.84 267 - L C 0.77 56 #27 F 1.27 171 #85 EB T B 0.65 19 119 D 0.83 16 196 R A 0.15 13 10 A 0.40 8 10 Cedarview L A 0.22 19 12 F 1.67 384 #57 Road & Tartan WB T F 1.19 123 #326 B 0.61 16 113 Drive / R A 0.07 17 5 A 0.06 10 6 Strandherd L F 2.10 541 #269 F 1.58 332 #160 Drive NB T/R A 0.16 29 25 A 0.42 45 50 Signalized L A 0.55 59 40 A 0.54 53 41 SB T/R F 1.21 178 #136 A 0.33 43 41 Overall F 1.59 140 - F 1.63 54 - EB T/R A 0.53 6 69 D 0.90 15 230 L A 0.29 4 m4 F 3.63 1226 m#118 WB T D 0.85 14 278 A 0.60 7 m104 Signalized NB L/R A 0.10 47 15 F 1.31 219 #138 Commercial Overall C 0.74 11 - F 3.24 85 - Access / Mitigation Measures: Exclusive Left and Right Turn Lanes Northbound on the Strandherd Commercial Access and Timing Modifications Drive EB T/R A 0.53 6 69 F 1.07 64 #363 Signalized L A 0.29 4 m3 F 1.15 147 m#73 WB T D 0.85 6 59 A 0.60 7 m104 L A 0.08 46 10 A 0.34 51 32 NB R A 0.02 45 10 A 0.54 59 #49 Overall C 0.73 6 - F 1.08 47 -

Page | 29 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 8: Intersection Operational Analysis 2025 Total Future Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L A 0.19 23 m3 A 0.33 23 m9 EB T A 0.39 18 71 F 1.06 65 m#285 R A 0.45 65 51 A 0.51 36 m65 Chapman Mills L A 0.23 12 m11 A 0.49 42 #20 Drive WB T E 0.91 20 #96 B 0.64 17 106 Extension / R A 0.01 18 m1 A 0.02 24 6 Strandherd L D 0.89 59 #149 F 1.11 112 #214 Drive NB T/R A 0.06 25 12 A 0.06 24 13 Signalized L A 0.07 26 12 A 0.06 24 11 SB T/R A 0.09 26 16 A 0.03 24 8 Overall E 0.91 32 - F 1.08 53 - Chapman Mills L A 0.11 28 2 A 0.48 40 5 EB Drive R B 0.62 13 57 A 0.43 8 31 Extension / WB T/R B 0.64 18 56 D 0.82 21 78 Street 1 SB L/R A 0.06 13 8 A 0.03 11 5 Signalized Overall A 0.45 15 - A 0.47 16 - Andora EB T/R A 0.28 2 15 B 0.68 17 m227 Avenue / L A 0.04 2 m2 C 0.76 40 m#53 WB Strandherd T B 0.61 13 217 A 0.40 4 76 Drive NB L/R A 0.41 55 28 A 0.40 57 22 Signalized Overall A 0.59 12 - C 0.73 14 -

Page | 30 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 8: Intersection Operational Analysis 2025 Total Future Traffic Conditions AM Peak Hour PM Peak Hour Approach / Intersection Delay Queue Delay Queue Movement LOS1 V/C LOS1 V/C (s) (m)2 (s) (m) 2 L A 0.39 14 7 A 0.30 7 m4 EB T/R A 0.41 16 79 F 1.14 100 #301 L A 0.21 23 m17 C 0.71 42 m#52 WB T C 0.78 43 m149 B 0.61 39 m135 R A 0.18 109 m24 A 0.30 139 m38 L A 0.60 59 32 B 0.67 61 38 NB T A 0.32 50 26 B 0.64 55 55 R A 0.04 48 0 A 0.09 46 13 L E 0.97 86 #106 F 1.39 238 #161 SB T/R A 0.31 36 39 A 0.58 40 75 Jockvale Road Overall E 0.85 46 - F 1.19 88 - / Strandherd Mitigation Measures: Dual Southbound Left Turn Lanes Drive L A 0.40 11 6 A 0.30 7 m4 Signalized EB T/R A 0.41 13 81 F 1.17 109 #301 L A 0.21 24 m17 C 0.71 42 m#52 WB T C 0.79 44 m151 B 0.62 41 m138 R A 0.18 113 m24 A 0.30 146 m41 L A 0.60 59 32 B 0.67 61 38 NB T A 0.32 50 26 B 0.64 55 55 R A 0.04 48 0 A 0.09 46 13 L D 0.84 68 #59 F 1.16 155 #81 SB T/R A 0.31 35 39 A 0.56 38 74 Overall C 0.74 45 - F 1.01 86 - L F 1.10 144 m#90 F 1.05 92 m57 EB T A 0.54 23 m45 F 1.18 109 m#145 R A 0.13 19 m6 A 0.22 23 m4 L A 0.26 21 17 F 1.28 196 #98 Greenbank WB T F 1.07 81 #234 E 0.93 54 #162 Road / R A 0.22 25 28 A 0.20 29 23 Strandherd L F 1.05 125 #63 F 1.19 178 #62 Drive NB T/R E 0.88 55 #103 D 0.87 60 #92 Signalized L C 0.71 64 #35 D 0.89 76 #63 SB T A 0.31 39 35 D 0.85 53 #105 R A 0.11 37 16 A 0.41 40 47 Overall F 1.06 63 - F 1.14 81 - L=Left Turn Movement(s); T=Through Movement(s); R=Right Turn Movement(s) # - 95TH Percentile volume exceeds capacity, queue may be longer 1 – Level of Service based on v/c ratio as per the City of Ottawa TIA Guidelines 2 – 95th Percentile queue

Page | 31 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Similar to the operational analysis of the future background conditions the intersections were shown to operate with poor levels of service and multiple critical movements. Several mitigation measures were investigated to mitigate operational constraints. At the signalized commercial access to Strandherd Drive separate northbound left and right turn lanes were examined, along with optimized signal timing. These upgrades improved the intersection operations, with the overall v/c ratio of the intersection improving from 3.24 to 1.08. This access has been shown in this CTS to operate with poor LOS and high v/c ratios, however this study has assumed that all traffic would utilize the signalized access on Strandherd Drive along with the access on Cedarview Drive. At the time of a Site Plan Application additional right-in / right- out only accesses will be investigated to alleviate the projected constrained operations. At the intersection of Jockvale Road at Strandherd Drive a southbound dual left turn lane was examined as a potential mitigation measure. This measure is shown to improve operations at the intersection. A dual left turn lane is not desirable in all environments, and may not be feasible due to physical constraints. As a result it is recommended that this intersection be monitored, and further study be undertaken at such time as this intersection begins to perform below the optimal operational thresholds. 2030 Total Future Conditions As discussed previously, a negligible rate of background growth has been applied to the Study Area road network for 2030. All of the planned upgrades for the Study Area road network would occur prior to 2025. As a result there is no change anticipated to the volume on Strandherd Drive, given that it will be at capacity and unable to process additional auto traffic. However, the person trip capacity will increase as a result of transit priority improvements made along the corridor. As the analysis results would be the same for the 2030 conditions as the 2025 conditions, Table 8 would apply to both scenarios.

4.2 Screenline Operational Analysis 2025 Future Background Conditions To determine the overall network capacity a screenline analysis has been undertaken. This exercise draws an imaginary line across several roads and looks at the roadway capacity across this point. While each road is tabulated individually, the key point for a screenline is the total available capacity.

Page | 32 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 9: 2025 Future Background Screenline

Screenline Direction Peak Vehicles v/c Station # lanes Assumed Capacity* AM 2533 1.27 Northbound PM 1520 0.76 Strandherd 2 1,995 AM 1319 0.66 Southbound PM 2676 1.34 AM 343 0.43 Northbound PM 555 0.69 Jockvale 1 800 AM 385 0.48 Southbound PM 540 0.68 AM 973 0.49 Northbound PM 879 0.44 Greenbank 2 1,995 AM 495 0.25 Southbound PM 1152 0.58 AM 3849 0.80 Northbound PM 2954 0.62 TOTAL 5 4,790 AM 2199 0.46 Southbound PM 4368 0.91 * Assumed capacity obtained from the 2008 Road Infrastructure Needs Study

The 2025 road network will accommodate the projected future background, with a peak v/c ratio of 0.91 for the Screenline. However because of desire lines, and need for connection Highway 416, Strandherd Drive will operate at or over capacity. 2030 Future Background Conditions Similar to the operational analysis no changes are anticipated to either the volume or the capacity of the Study Area road network. This will result in no change from the 2025 future background conditions. As the screenline analysis results would be the same for the 2030 conditions as the 2025 conditions and Table 9 would apply to both scenarios. 2025 Total Future Conditions To determine the overall network capacity a screenline analysis has been undertaken. This exercise draws an imaginary line across several roads and looks at the roadway capacity across this point. While each road is tabulated individually, the key point for a screenline is the total available capacity.

Page | 33 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Table 10: 2025 Total Future Screenline

Screenline Direction Peak Vehicles v/c Station # lanes Assumed Capacity* AM 2608 1.31 Northbound PM 1644 0.82 Strandherd 2 1,995 AM 1362 0.68 Southbound PM 2817 1.41 AM 379 0.47 Northbound PM 620 0.78 Jockvale 1 800 AM 445 0.56 Southbound PM 603 0.75 AM 1030 0.52 Northbound PM 992 0.50 Greenbank 2 1,995 AM 543 0.27 Southbound PM 1269 0.64 AM 4017 0.84 Northbound PM 3256 0.68 TOTAL 5 4,790 AM 2350 0.49 Southbound PM 4689 0.98 * Assumed capacity obtained from the 2008 Road Infrastructure Needs Study

The 2025 road network will accommodate the projected future traffic, including the proposed site, with a peak v/c ratio of 0.98 for the Screenline. However because of desire lines, and need for connection Highway 416, Strandherd Drive will operate at or over capacity. 2030 Total Future Conditions Similar to the operational analysis no changes anticipated to either the volume or the capacity of the Study Area road network. This will result in no change from the 2025 total future conditions. As the screenline analysis results would be the same for the 2030 conditions as the 2025 conditions and Table 10 would apply to both scenarios.

Page | 34 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

5. Clarke Development Transportation Discussion Several other development and infrastructure projects are either being implemented or planned in the Clarke Development Study Area. Through good planning principals and effort between various City departments and Minto Communities, the Clarke Development will be well integrated with other projects. From a transportation perspective, while the traffic on Strandherd Drive will be busy (due to the background traffic considered in this analysis, particularly Citi Gate), the synergistic planning that has occurred will encourage sustainable modes to be well used, thereby resulting in manageable impacts.

The following builds on the traffic analysis undertaken in Section 4 and comments on the strategy for the Clarke Development and Strandherd Drive going forward.

Clarke Development and the Chapman Mills EA The Chapman Mills EA’s purpose is to plan a roadway and transit extension between Longfields Drive and Strandherd Drive. Through the consultation process, both the roadway and Clarke land use plans have been developed together. Key outcomes from this work include:

• Along the south limit of the Clarke development. Chapman Mills Drive will be a 41m right of way with median transit lanes and an all way intersection planned at Street 1 (Mion Lands) • Extending westerly, a long range (post 2031) two lane Transitway extension is being protected. This reflects the need outlined in the ultimate network in the City’s 2013 TMP. • The opportunity to plan the roadway and land use simultaneously resulted in a well-balanced Chapman Mills collector, which provides the connection for all modes to Strandherd Drive, local street access to the planned residential community and the proposed school, layby lanes for school buses, sidewalks and multi-use pathways to connect to active mode facilities on Strandherd Drive to the sidewalks and planned multi-use pathways along Chapman Mills and to the south as well as auxiliary lanes and parking opportunities for cars.

The Chapman Mills Drive EA provides a solution for the majority of access needs for the Clarke Development (new traffic signal for commercial property discussed below). The EA also provides the transit plan for both Chapman Mills Drive and Strandherd Drive.

Chapman Mills Drive Transit Plan Transit service along Strandherd Drive is paramount to enabling this corridor to function into the future. The EA promotes transit priority at all signalized intersections and ultimately bus only lanes, which provides the rationale used in the Section 4.0 analysis to keep the background auto growth at a negligible level. The people trip capacities will increase while the roadway capacity will remain at approximately 1000 vehicles per hour per lane.

This plan is also reflected in the Transportation Impact Assessment conducted for other significant development such as Citi Gate CTS and 4401 Fallowfield Road TIS, where the modal shares used were 23% and 25%, respectively.

Page | 35 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Clarke Development Access The Clarke Development draft plan demonstrates how the residential and commercial areas will access the collector and arterial road network. The new intersections proposed include the Chapman Mills Collector/Strandherd Drive, a new traffic signal to provide access to the commercial development between Cedarview Road and the Chapman Mills Collector and a full movement access onto Cedarview Road. Additionally, local road access will be provided to the residential development, and right in / right out only accesses will be provided for the commercial property (Cedarview Road and Strandherd Drive).

Figure 17: Clarke Development Commercial Property Concept Access Plan

While the configuration of the proposed signalized intersection for the commercial area will need to be determined during the site plan / TIS stage, through this work a preliminary lane arrangement for the Chapman Mills Collector and Strandherd Drive intersection is proposed to include: • Northbound double left turn lane with storage between 80m and 100m • Eastbound right turn lane with storage between 50m and 70m • Westbound left turn lane with storage between 15m and 20m It should be noted that the Frasier Fields Way connection to the north will likely not require any modification, and that the ranges provided above will need to be verified through the transportation impact study / roadway modification approval process where physical constraints, property requirements, and local roadway spacing can be considered.

McKenna Casey Drive Realignment McKenna Casey Drive is anticipated to be realigned, removing the intersection with Strandherd Drive. The realignment will include the construction of a new intersection on Cedarview Drive, with the potential for the future commercial access onto Cedarview Drive to form the fourth leg of this intersection. Figure 18 shows the potential future realignment of McKenna Casey Drive. This realignment will offer connectivity to and from the west via the Highway 417 underpass on McKenna Casey Drive. However, as there is no interchange between Highway 417 and McKenna Casey Drive, only a minimal amount of traffic would be drawn from Strandherd Drive. This realignment will not have a significant impact on the traffic flows along Strandherd Drive.

Page | 36 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

Figure 18: Proposed Foster SWM Facility Plan

Future McKenna Casey / Cedarview Drive Intersection

Page | 37 4005 Strandherd Drive, City of Ottawa Community Transportation Study March 2016

6. Conclusions The conclusions of the Community Transportation Study are as follows: a) The Study Area intersections are currently operating with several critical movements and poor overall levels of service in the AM and PM peak hours. Considering that both Strandherd Drive and Greenbank Road in the study area have been under construction, this result is reasonable. The existing screenline is operating with residual capacity and can accommodate additional traffic growth and development. b) Along Strandherd corridor several planned developments are anticipated to occur within the study horizon (2025). The Citi Gate Corporate Campus is a large business park that will include a variety of employment uses, and will generate a large volume of traffic. Additionally, a smaller commercial and institutional development is planned at 4401 Fallowfield. Both of these developments contribute to the background traffic assumed in the analysis presented in this report. c) The 2013 Transportation Master Plan (TMP) identifies the need to widen Strandherd Drive to four lanes between Fallowfield Road and Maravista Drive during Phase 1 (2014-2019) of the Affordable Road Network Plan. Construction is currently underway. Widening between Maravista Drive and Jockvale Road is schedule for completion during Phase 2 (2020-2025) of the Affordable Road Network. d) Using ITE Trip Generation Manual 9th Edition and the 2011 NCR Household Origin – Destination Survey the number of net new vehicle trips generated by the proposed development was projected. It is estimated that the site will generate 531 and 915 net new auto trips in the AM and PM peak hours, respectively (per Table 5: Site Trip Generation). e) Similar to the operational analysis of the future background conditions, the intersections were shown to operate with poor levels of service and multiple critical movements. Several mitigation measures were investigated to mitigate operational constraints including: optimized signal timing throughout the Study Area, exclusive left exclusive left and right turn lanes northbound on the commercial access, and dual southbound left turn lanes on Jockvale Road at Strandherd Drive. The intersections were still generally over capacity and primarily constrained by capacity on Strandherd Drive. The screenline volumes of future conditions are projected to approach the overall capacity, however it does not exceed the theoretical capacity of the screenline. f) The Clarke Development plan was developed in parallel with the Chapman Mills Extension EA study. This integrated planning approach provided the opportunity for the pedestrian, cycling, transit, and roadway facilities to properly reflect and provide features needed for the adjacent land uses, as described in Section 5 of the report. In doing so, the appropriate right of way for Chapman Mills Drive, the Collector and the protection for the future Transitway have been protected. g) While this CTS demonstrates the impact that the Clarke Development will have on the local and regional transportation network for the 2025 and 2030 horizons, several tasks will further the analysis and understanding of the various stages of development. Each phase of development will undergo a TIS and RMA process which will monitor the development’s impact in the context of the overall transportation plan for the area. Considering the foregoing analysis and conclusions, the Clarke Development is recommended to proceed, from a transportation perspective.

Page | 38 1-Apr-16 Appendix A Traffic Data Traffic Signal Timing City of Ottawa, Public Works Department Traffic Operations Unit

Intersection: Main: Strandherd Side: Jockvale Controller: MS-3200 TSD: 5964 Author: Basel Ansari Date: 10-Feb-2016

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend Evening Walk DW A+R 1 2 3 4 5 22 Cycle 120 110 120 70 110 95

Offset 73 74 103 X 98 75

EB Thru 56 42 53 40 45 37 12 18 3.7+2.4

WB Thru 56 42 53 40 45 37 12 18 3.7+2.4

SB Left 22 - 22 - 19 15 - - 3.7+3.2

NB Thru 29 50 29 30 34 30 7 16 3.7+3.2

SB Thru 51 50 51 30 53 45 7 16 3.7+3.2

EB Left 13 18 16 - 12 13 - - 3.7+2.4

WB Left 13 18 16 - 12 13 - - 3.7+2.4

Notes: 1) The EB Left movement has a maximum green time of 10s.

Phasing Sequence‡

Plans: 1,3,5,22 * * *

Plan: 2 * *

Plan: 4 *

Schedule

Weekday Weekend Time Plan Time Plan 0:15 4 0:15 4 6:30 1 8:30 5 9:30 2 22:30 4 15:00 3 18:30 22 20:00 2 22:30 4

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

Cost is $56.50 ($50 + HST) Public Works - Traffic Services W.O. 34812 Turning Movement Count - 15 Minute Summary Report JOCKVALE RD @ STRANDHERD DR Survey Date: Thursday, July 02, 2015 Total Observed U-Turns Northbound: 0 Southbound: 0 Eastbound: 2 Westbound: 0

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period LT ST RT TOT LT ST RT TOT TOT LT ST RT TOT LT ST RT TOT TOT Total 07:00 07:15 4 5 4 13 66 11 2 79 92 4 61 3 68 16 98 45 159 227 319

07:15 07:30 9 5 5 19 64 12 1 77 96 6 84 5 95 21 102 53 176 271 367

07:30 07:45 7 8 17 32 72 14 2 88 120 7 91 4 102 20 97 46 163 265 385

07:45 08:00 8 10 11 29 81 16 1 98 127 10 95 7 112 19 105 38 162 274 401

08:00 08:15 15 6 17 38 52 21 4 77 115 11 115 7 133 24 132 57 213 346 461

08:15 08:30 18 23 5 46 83 20 3 106 152 11 113 6 130 17 133 82 232 362 514

08:30 08:45 18 16 15 49 75 15 1 91 140 5 97 2 104 23 158 56 237 341 481

08:45 09:00 20 14 17 51 77 22 12 111 162 3 104 6 113 22 112 59 193 306 468

09:00 09:15 17 12 13 42 67 24 2 93 135 7 107 6 120 25 115 55 195 315 450

09:15 09:30 20 12 24 56 66 20 2 88 144 2 108 6 116 22 104 51 177 293 437

09:30 09:45 12 23 23 58 72 26 4 102 160 3 87 7 97 39 131 49 219 316 476

09:45 10:00 10 13 20 43 83 25 4 112 155 13 136 12 161 35 115 45 195 356 511

11:30 11:45 10 37 21 68 60 23 7 90 158 10 129 3 143 52 103 59 214 357 515

11:45 12:00 18 23 32 73 61 28 6 95 168 1 130 11 142 42 160 66 268 410 578

12:00 12:15 15 27 35 77 75 24 6 105 182 8 118 11 137 46 115 74 235 372 554

12:15 12:30 19 27 34 80 72 17 6 95 175 7 119 12 138 47 126 52 225 363 538

12:30 12:45 14 28 26 68 64 28 6 98 166 8 115 13 136 36 133 73 242 378 544

12:45 13:00 17 31 38 86 63 23 7 93 179 7 128 14 149 47 133 66 246 395 574

13:00 13:15 17 24 29 70 64 25 4 93 163 3 147 13 163 45 94 59 198 361 524

13:15 13:30 23 22 29 74 51 22 8 81 155 9 123 13 145 22 102 59 183 328 483

15:00 15:15 23 26 27 76 65 32 6 103 179 8 123 14 145 33 102 70 205 350 529

15:15 15:30 14 29 20 63 62 23 2 87 150 8 149 7 164 48 137 83 268 432 582

15:30 15:45 25 34 32 91 80 26 9 115 206 11 158 14 183 39 148 105 292 475 681

15:45 16:00 22 37 23 82 90 41 11 142 224 10 169 8 187 31 135 101 267 454 678

16:00 16:15 24 39 31 94 88 39 4 131 225 4 138 6 149 41 129 97 267 416 641

16:15 16:30 22 29 25 76 86 53 5 144 220 11 182 15 208 44 148 108 300 508 728

16:30 16:45 23 41 30 94 82 48 12 142 236 9 180 13 202 46 137 96 279 481 717

16:45 17:00 23 33 37 93 79 39 12 130 223 10 187 19 216 48 174 103 325 541 764

17:00 17:15 21 45 26 92 80 36 10 126 218 14 176 10 200 46 170 92 308 508 726

17:15 17:30 22 30 31 83 93 38 11 142 225 9 199 21 229 38 152 111 301 530 755

17:30 17:45 20 51 17 88 87 44 12 143 231 9 156 15 180 33 149 116 298 478 709

17:45 18:00 17 31 27 75 81 28 11 120 195 19 156 10 185 32 132 89 253 438 633

TOTAL: 547 791 741 2079 2341 863 193 3397 5476 257 4180 313 4752 1099 4081 2315 7495 12247 17723 Note: U-Turns are included in Totals. Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order Turning Movement Count - Cyclist Volume Report 34812

JOCKVALE RD @ STRANDHERD DR

Count Date: Thursday, July 02, 2015 Start Time: 07:00

Time Period Northbound Southbound Street Total Eastbound Westbound Street Total Grand Total 07:00 08:00 3 0 3 1 0 1 4 08:00 09:00 3 1 4 3 4 7 11 09:00 10:00 5 2 7 5 4 9 16 11:30 12:30 2 3 5 3 1 4 9 12:30 13:30 4 5 9 3 3 6 15 15:00 16:00 7 6 13 6 0 6 19 16:00 17:00 5 7 12 9 5 14 26 17:00 18:00 10 7 17 4 4 8 25 Total ...... 39 31 70 34 21 55 125

Comment:

Note: These volumes consists of bicycles only (no mopeds or motorcycles) and ARE NOT included in the Turning Movement Count Summary. 2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Diagram JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015 WO#: 34812 Device: Jamar Technologies, Inc

W E 6760 3397 3363 85 S Total 193 863 2341 0 Heavy Vehicles 4 1 19 0 37 Cars 189 862 2322 0 3326 31 21 60

2290 25 2315

271 4552 4823 3830 251 4081 7495 2 0 2 1087 12 1099

257 7 250 14757 9575 0 0 0

4180 232 3948 6990 272 7262 4752 313 21 292

2241 0 531 786 720 Cars 34 0 16 5 21 Heavy 76 34 39 Vehicles 0 547 791 741 Total

2275 2079

4354

109

Comments

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services W.O. 34812 Turning Movement Count - Heavy Vehicle Report JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period ST RT LT ST RT LT ST RT LT ST RT LT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 2 0 2 4 0 0 0 0 4 0 30 2 32 1 39 4 44 76 80

08:00 09:00 2 2 6 10 0 0 1 1 11 2 34 3 39 2 40 6 48 87 98

09:00 10:00 5 0 3 8 4 0 1 5 13 0 31 5 36 1 34 4 39 75 88

11:30 12:30 3 0 3 6 5 1 1 7 13 1 33 7 41 2 39 2 43 84 97

12:30 13:30 3 2 2 7 4 0 1 5 12 0 49 3 52 3 25 1 29 81 93

15:00 16:00 1 0 2 3 0 0 0 0 3 2 21 1 24 2 30 4 36 60 63

16:00 17:00 0 0 1 1 4 0 0 4 5 1 24 0 25 1 26 2 29 54 59

17:00 18:00 0 1 2 3 2 0 0 2 5 1 10 0 11 0 18 2 20 31 36

Sub Total 16 5 21 42 19 1 4 24 66 7 232 21 260 12 251 25 288 548 614

U-Turns (Heavy Vehicles) 0 0 0 0 0 0 0

Total 16 5 21 0 19 1 4 24 66 7 232 21 260 12 251 25 288 548 614 Heavy Vehicles are vehicles having one rear axle with four or more wheels, or having two or more rear axles. These vehicles include most O.C. Transpo, school and inter-city buses. Further, they ARE included in the Turning Movement Count Summary.

2016-Feb-1 Page 1 of 1 Public Works - Traffic Services Work Order 34812 Turning Movement Count - Pedestrian Volume Report

JOCKVALE RD @ STRANDHERD DR Count Date: Thursday, July 02, 2015 Start Time: 07:00

NB Approach SB Approach EB Approach WB Approach Time Period Total Total Grand Total (E or W Crossing) (E or W Crossing) (N or S Crossing) (N or S Crossing) 07:00 07:15 0 1 1 2 1 3 4 07:15 07:30 1 0 1 3 0 3 4 07:30 07:45 0 2 2 0 1 1 3 07:45 08:00 2 0 2 3 0 3 5 07:00 08:00 3 3 6 8 2 10 16 08:00 08:15 0 1 1 1 1 2 3 08:15 08:30 4 4 8 1 1 2 10 08:30 08:45 0 1 1 0 1 1 2 08:45 09:00 3 3 6 2 1 3 9 08:00 09:00 7 9 16 4 4 8 24 09:00 09:15 4 0 4 0 1 1 5 09:15 09:30 3 2 5 0 2 2 7 09:30 09:45 7 0 7 0 1 1 8 09:45 10:00 3 3 6 1 0 1 7 09:00 10:00 17 5 22 1 4 5 27 11:30 11:45 1 2 3 5 1 6 9 11:45 12:00 4 2 6 1 4 5 11 12:00 12:15 7 0 7 0 0 0 7 12:15 12:30 2 6 8 0 2 2 10 11:30 12:30 14 10 24 6 7 13 37 12:30 12:45 5 3 8 3 0 3 11 12:45 13:00 10 8 18 10 6 16 34 13:00 13:15 6 2 8 2 4 6 14 13:15 13:30 7 3 10 1 2 3 13 12:30 13:30 28 16 44 16 12 28 72 15:00 15:15 3 0 3 2 0 2 5 15:15 15:30 2 4 6 3 1 4 10 15:30 15:45 3 11 14 8 3 11 25 15:45 16:00 5 3 8 3 5 8 16 15:00 16:00 13 18 31 16 9 25 56 16:00 16:15 3 2 5 2 7 9 14 16:15 16:30 8 2 10 3 3 6 16 16:30 16:45 4 3 7 1 0 1 8 16:45 17:00 2 3 5 3 3 6 11 16:00 17:00 17 10 27 9 13 22 49 17:00 17:15 1 5 6 8 4 12 18 17:15 17:30 3 6 9 4 0 4 13 17:30 17:45 3 3 6 3 4 7 13 17:45 18:00 3 0 3 1 1 2 5 17:00 18:00 10 14 24 16 9 25 49 Total ...... 109 85 194 76 60 136 330 Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order 34812 Turning Movement Count - Full Study Summary Report JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015 Total Observed U-Turns AADT Factor Northbound: 0 Southbound: 0 .90 Eastbound: 2 Westbound: 0 Full Study

Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 28 28 37 93 283 53 6 342 435 27 331 19 377 76 402 182 660 1037 1472

08:00 09:00 71 59 54 184 287 78 20 385 569 30 429 21 480 86 535 254 875 1355 1924

09:00 10:00 59 60 80 199 288 95 12 395 594 25 438 31 494 121 465 200 786 1280 1874

11:30 12:30 62 114 122 298 268 92 25 385 683 26 496 37 559 187 504 251 942 1501 2184

12:30 13:30 71 105 122 298 242 98 25 365 663 27 513 53 593 150 462 257 869 1462 2125

15:00 16:00 84 126 102 312 297 122 28 447 759 37 599 43 679 151 522 359 1032 1711 2470

16:00 17:00 92 142 123 357 335 179 33 547 904 34 687 53 774 179 588 404 1171 1945 2849

17:00 18:00 80 157 101 338 341 146 44 531 869 51 687 56 794 149 603 408 1160 1954 2823

Sub Total 547 791 741 2079 2341 863 193 3397 5476 257 4180 313 4750 1099 4081 2315 7495 12245 17721 U Turns 0 0 0 2 0 2 2 Total 547 791 741 2079 2341 863 193 3397 5476 257 4180 313 4752 1099 4081 2315 7495 12247 17723

EQ 12Hr 760 1099 1030 2890 3254 1200 268 4722 7612 357 5810 435 6605 1528 5673 3218 10418 17023 24635 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 684 990 927 2601 2929 1080 241 4250 6851 322 5229 392 5945 1375 5105 2896 9376 15321 22172 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 896 1296 1214 3407 3836 1414 316 5567 8974 421 6850 513 7788 1801 6688 3794 12283 20071 29045 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015 WO No: 34812 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

728 9 S 385 343 Total 20 78 287 0 Heavy Vehicles 1 0 0 0 10 1 4 4 Cars 19 78 287 0 333

248 6 254

43 583 626 495 40 535 875 0 0 0 AM Period 84 2 86 Peak Hour: 30 2 28 1645 1106 08:00 09:00 0 0 0 429 34 395 730 40 770 480 21 3 18

180 0 69 57 48 Cars 5 0 2 2 6 Heavy 4 3 3 Vehicles 0 71 59 54 Total 185 184

369

Comments

2016-Feb-10 Page 1 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015 WO No: 34812 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

787 11 S 393 394 Total 24 97 272 0 Heavy Vehicles 1 1 4 0 3 8 3 6 Cars 23 96 268 0 391

263 2 265

39 585 624 498 36 534 970 0 0 0 MD Period 169 2 171 Peak Hour: 24 1 23 1851 1177 11:45 12:45 0 0 0 482 29 453 846 35 881 553 47 5 42

307 0 64 105 125 Cars 8 0 2 0 2 Heavy 4 3 4 Vehicles 0 66 105 127 Total 315 298

613

Comments

2016-Feb-10 Page 2 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram JOCKVALE RD @ STRANDHERD DR

Survey Date: Thursday, July 02, 2015 WO No: 34812 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

1133 17 S 540 593 Total 45 161 334 0 Heavy Vehicles 0 0 3 0 5 7 6 7 Cars 45 161 331 0 588

399 3 402

21 746 767 612 21 633 1213 0 0 0 PM Period 178 0 178 Peak Hour: 42 2 40 2413 1614 16:30 17:30 0 0 0 742 15 727 1180 20 1200 847 63 0 63

402 0 89 149 122 Cars 0 0 0 0 2 Heavy 16 5 6 Vehicles 0 89 149 124 Total 402 362

764

Comments

2016-Feb-10 Page 3 of 3 Public Works - Traffic Services Work Order 34812 Turning Movement Count - 15 Min U-Turn Total Report JOCKVALE RD @ STRANDHERD DR Survey Date: Thursday, July 02, 2015

Northbound Southbound Eastbound Westbound Time Period Total U-Turn Total U-Turn Total U-Turn Total U-Turn Total 07:00 07:15 0 0 0 0 0 07:15 07:30 0 0 0 0 0 07:30 07:45 0 0 0 0 0 07:45 08:00 0 0 0 0 0 08:00 08:15 0 0 0 0 0 08:15 08:30 0 0 0 0 0 08:30 08:45 0 0 0 0 0 08:45 09:00 0 0 0 0 0 09:00 09:15 0 0 0 0 0 09:15 09:30 0 0 0 0 0 09:30 09:45 0 0 0 0 0 09:45 10:00 0 0 0 0 0 11:30 11:45 0 0 1 0 1 11:45 12:00 0 0 0 0 0 12:00 12:15 0 0 0 0 0 12:15 12:30 0 0 0 0 0 12:30 12:45 0 0 0 0 0 12:45 13:00 0 0 0 0 0 13:00 13:15 0 0 0 0 0 13:15 13:30 0 0 0 0 0 15:00 15:15 0 0 0 0 0 15:15 15:30 0 0 0 0 0 15:30 15:45 0 0 0 0 0 15:45 16:00 0 0 0 0 0 16:00 16:15 0 0 1 0 1 16:15 16:30 0 0 0 0 0 16:30 16:45 0 0 0 0 0 16:45 17:00 0 0 0 0 0 17:00 17:15 0 0 0 0 0 17:15 17:30 0 0 0 0 0 17:30 17:45 0 0 0 0 0 17:45 18:00 0 0 0 0 0 Total 0 0 2 0 2

2016-Feb-10 Page 1 of 1 Traffic Signal Timing City of Ottawa, Public Works Department Traffic Operations Unit

Intersection: Main: Greenbank Side: Strandherd Controller: ATC-3 TSD: 5965 Author: Basel Ansari Date: 10-Feb-2016

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend Walk DW A+R 1 2 3 4 5 Cycle 120 110 120 80 110

Offset 94 6 7 X 106

NB Thru 36 37 37 36 36 7 22 3.7+2.8

SB Thru 36 37 37 36 36 7 22 3.7+2.8

EB Left 19 18 18 - 17 - - 3.7+2.9

WB Left 19 18 18 - 17 - - 3.7+2.9

EB Thru 41 37 41 34 34 7 20 3.7+2.8

WB Thru 41 37 41 34 34 7 20 3.7+2.8

NB Left (fp) 24 18 24 15 23 - - 3.7+2.6

SB Left (fp) 24 18 24 15 23 - - 3.7+2.6

Notes: 1) All plans have a maximum green recall for the EB and WB Thru movements.

Phasing Sequence‡

Plans: 1,2,3,5 * * *

Plan: 4 * *

Schedule

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

Cost is $56.50 ($50 + HST) Public Works - Traffic Services W.O. 29808 Turning Movement Count - 15 Minute Summary Report GREENBANK RD @ STRANDHERD DR Survey Date: Wednesday, October 01, 2014 Total Observed U-Turns Northbound: 1 Southbound: 0 Eastbound: 1 Westbound: 29 GREENBANK RD STRANDHERD DR Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period LT ST RT TOT LT ST RT TOT TOT LT ST RT TOT LT ST RT TOT TOT Total 07:00 07:15 27 134 5 166 31 36 9 76 242 27 107 29 163 13 88 26 127 290 532

07:15 07:30 36 151 11 198 33 36 12 81 279 30 138 25 193 17 141 54 213 406 685

07:30 07:45 54 129 16 199 32 54 23 109 308 25 157 62 244 20 175 48 243 487 795

07:45 08:00 67 133 30 230 55 45 10 110 340 39 153 40 232 14 165 51 231 463 803

08:00 08:15 63 115 12 190 40 48 28 116 306 52 136 26 214 18 191 47 257 471 777

08:15 08:30 82 104 11 197 43 35 38 116 313 46 148 35 229 20 184 67 272 501 814

08:30 08:45 68 83 5 156 43 53 30 126 282 32 146 30 208 23 170 58 251 459 741

08:45 09:00 55 123 2 180 44 55 32 131 311 41 130 36 207 16 144 74 234 441 752

09:00 09:15 53 87 21 161 47 67 37 151 312 38 140 35 213 25 130 36 191 404 716

09:15 09:30 44 72 12 128 66 65 30 161 289 37 121 27 185 21 105 35 161 346 635

09:30 09:45 42 75 12 129 44 48 23 115 244 26 128 35 189 20 97 44 162 351 595

09:45 10:00 44 63 11 118 70 55 29 154 272 37 124 38 199 31 95 39 166 365 637

11:30 11:45 43 74 15 132 61 70 41 172 304 46 109 28 183 23 105 50 179 362 666

11:45 12:00 49 79 14 142 59 73 44 176 318 32 128 28 188 29 101 40 171 359 677

12:00 12:15 32 67 16 115 77 83 45 205 320 40 119 41 201 34 122 37 195 396 716

12:15 12:30 29 69 8 106 62 83 39 184 290 40 90 46 176 27 94 57 178 354 644

12:30 12:45 35 70 13 118 65 67 31 163 281 48 124 30 202 21 96 50 167 369 650

12:45 13:00 38 83 12 133 57 68 31 156 289 46 133 33 212 23 102 48 173 385 674

13:00 13:15 37 50 10 98 64 58 48 170 268 45 108 29 182 19 77 52 149 331 599

13:15 13:30 41 55 8 104 47 57 28 132 236 28 129 37 194 27 96 42 167 361 597

15:00 15:15 63 71 14 148 79 92 47 218 366 45 136 30 211 41 137 26 205 416 782

15:15 15:30 59 88 17 164 78 97 40 215 379 38 154 49 241 32 151 64 248 489 868

15:30 15:45 57 94 15 166 64 118 38 220 386 39 146 44 229 35 123 52 210 439 825

15:45 16:00 56 72 8 136 81 125 44 250 386 48 162 51 261 41 150 38 230 491 877

16:00 16:15 67 85 15 167 85 112 42 239 406 41 197 55 293 46 169 46 261 554 960

16:15 16:30 52 83 12 147 83 135 47 265 412 40 197 61 298 35 188 52 276 574 986

16:30 16:45 55 92 18 165 81 132 49 262 427 47 199 51 297 48 190 61 301 598 1025

16:45 17:00 52 105 14 171 69 128 46 243 414 53 211 61 325 55 172 56 285 610 1024

17:00 17:15 73 81 23 177 86 142 36 264 441 39 214 61 314 50 202 57 310 624 1065

17:15 17:30 60 90 26 176 70 139 42 251 427 50 215 50 315 47 184 58 290 605 1032

17:30 17:45 56 95 12 163 75 132 29 236 399 56 211 48 315 57 155 60 274 589 988

17:45 18:00 52 90 20 162 75 109 41 225 387 45 221 73 339 52 143 63 262 601 988

TOTAL: 1641 2862 438 4942 1966 2617 1109 5692 10634 1296 4831 1324 7452 980 4442 1588 7039 14491 25125 Note: U-Turns are included in Totals. Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order Turning Movement Count - Cyclist Volume Report 29808

GREENBANK RD @ STRANDHERD DR

Count Date: Wednesday, October 01, 2014 Start Time: 07:00

GREENBANK RD STRANDHERD DR

Time Period Northbound Southbound Street Total Eastbound Westbound Street Total Grand Total 07:00 08:00 1 0 1 1 1 2 3 08:00 09:00 0 0 0 0 0 0 0 09:00 10:00 0 0 0 0 0 0 0 11:30 12:30 0 0 0 0 0 0 0 12:30 13:30 1 0 1 1 0 1 2 15:00 16:00 1 1 2 1 0 1 3 16:00 17:00 0 0 0 0 1 1 1 17:00 18:00 2 0 2 0 0 0 2 Total ...... 5 1 6 3 2 5 11

Comment:

Survey Date: Wednesday, October 01, 2014 WO#: 29808 Device: Miovision

GREENBANK RD N

W E 11438 5692 5746 45 S Total 1109 2617 1966 0 Heavy Vehicles 29 61 25 0 127 Cars 1080 2556 1941 0 5619 1 2 66

STRANDHERD DR 1560 28 1588

291 6902 7193 4250 192 4442 7039 1 0 1 956 24 980

1296 44 1252 14303 14645 29 0 29

4831 235 4596 6988 276 7264 7452 1324 97 1227

4740 1 1571 2807 422 Cars 182 0 70 55 16 Heavy 30 3 5 Vehicles 1 1641 2862 438 Total

4922 4942

9864

Comments

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services W.O. 29808 Turning Movement Count - Heavy Vehicle Report GREENBANK RD @ STRANDHERD DR

Survey Date: Wednesday, October 01, 2014

GREENBANK RD STRANDHERD DR

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period ST RT LT ST RT LT ST RT LT ST RT LT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 7 11 7 25 0 7 3 10 35 4 36 24 64 4 19 7 30 94 129

08:00 09:00 22 13 1 36 2 12 9 23 59 6 38 11 55 5 29 3 37 92 151

09:00 10:00 7 2 2 11 5 7 2 14 25 5 34 8 47 5 28 1 34 81 106

11:30 12:30 6 3 2 11 2 6 5 13 24 12 21 5 38 5 22 3 30 68 92

12:30 13:30 10 9 1 20 3 7 6 16 36 3 25 12 40 3 21 8 32 72 108

15:00 16:00 8 6 1 15 4 13 2 19 34 4 30 16 50 0 29 1 30 80 114

16:00 17:00 8 7 2 17 8 8 2 18 35 5 31 15 51 1 37 3 41 92 127

17:00 18:00 2 4 0 6 1 1 0 2 8 5 20 6 31 1 7 2 10 41 49

Sub Total 70 55 16 141 25 61 29 115 256 44 235 97 376 24 192 28 244 620 876

U-Turns (Heavy Vehicles) 0 0 0 0 0 0 0

Total 70 55 16 0 25 61 29 115 256 44 235 97 376 24 192 28 244 620 876 Heavy Vehicles are vehicles having one rear axle with four or more wheels, or having two or more rear axles. These vehicles include most O.C. Transpo, school and inter-city buses. Further, they ARE included in the Turning Movement Count Summary.

2016-Feb-1 Page 1 of 1 Public Works - Traffic Services Work Order 29808 Turning Movement Count - Pedestrian Volume Report

GREENBANK RD @ STRANDHERD DR Count Date: Wednesday, October 01, 2014 Start Time: 07:00

NB Approach SB Approach EB Approach WB Approach Time Period Total Total Grand Total (E or W Crossing) (E or W Crossing) (N or S Crossing) (N or S Crossing) 07:00 07:15 2 0 2 1 3 4 6 07:15 07:30 0 3 3 0 1 1 4 07:30 07:45 1 3 4 1 2 3 7 07:45 08:00 0 0 0 0 0 0 0 07:00 08:00 3 6 9 2 6 8 17 08:00 08:15 1 3 4 1 1 2 6 08:15 08:30 1 1 2 0 2 2 4 08:30 08:45 0 0 0 0 0 0 0 08:45 09:00 0 1 1 0 2 2 3 08:00 09:00 2 5 7 1 5 6 13 09:00 09:15 2 0 2 2 1 3 5 09:15 09:30 3 0 3 1 1 2 5 09:30 09:45 2 0 2 0 3 3 5 09:45 10:00 3 0 3 1 4 5 8 09:00 10:00 10 0 10 4 9 13 23 11:30 11:45 2 1 3 0 3 3 6 11:45 12:00 2 2 4 1 3 4 8 12:00 12:15 2 1 3 0 2 2 5 12:15 12:30 0 5 5 0 2 2 7 11:30 12:30 6 9 15 1 10 11 26 12:30 12:45 1 4 5 0 1 1 6 12:45 13:00 3 2 5 0 1 1 6 13:00 13:15 4 3 7 2 3 5 12 13:15 13:30 5 3 8 1 4 5 13 12:30 13:30 13 12 25 3 9 12 37 15:00 15:15 3 0 3 2 7 9 12 15:15 15:30 3 0 3 3 2 5 8 15:30 15:45 1 0 1 5 1 6 7 15:45 16:00 3 0 3 1 3 4 7 15:00 16:00 10 0 10 11 13 24 34 16:00 16:15 4 3 7 0 3 3 10 16:15 16:30 0 2 2 1 2 3 5 16:30 16:45 4 1 5 4 1 5 10 16:45 17:00 1 0 1 1 4 5 6 16:00 17:00 9 6 15 6 10 16 31 17:00 17:15 3 0 3 0 0 0 3 17:15 17:30 2 7 9 1 4 5 14 17:30 17:45 1 0 1 1 0 1 2 17:45 18:00 3 0 3 0 0 0 3 17:00 18:00 9 7 16 2 4 6 22 Total ...... 62 45 107 30 66 96 203 Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order 29808 Turning Movement Count - Full Study Summary Report GREENBANK RD @ STRANDHERD DR

Survey Date: Wednesday, October 01, Total Observed U-Turns AADT Factor 2014 Northbound: 1 Southbound: 0 .90 Eastbound: 1 Westbound: 29 Full Study GREENBANK RD STRANDHERD DR Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 184 547 62 793 151 171 54 376 1169 121 555 156 832 64 569 179 812 1644 2813

08:00 09:00 268 425 30 723 170 191 128 489 1212 171 560 127 858 77 689 246 1012 1870 3082

09:00 10:00 183 297 56 536 227 235 119 581 1117 138 513 135 786 97 427 154 678 1464 2581

11:30 12:30 153 289 53 495 259 309 169 737 1232 158 446 143 747 113 422 184 719 1466 2698

12:30 13:30 151 258 43 452 233 250 138 621 1073 167 494 129 790 90 371 192 653 1443 2516

15:00 16:00 235 325 54 614 302 432 169 903 1517 170 598 174 942 149 561 180 890 1832 3349

16:00 17:00 226 365 59 650 318 507 184 1009 1659 181 804 228 1213 184 719 215 1118 2331 3990

17:00 18:00 241 356 81 678 306 522 148 976 1654 190 861 232 1283 206 684 238 1128 2411 4065

Sub Total 1641 2862 438 4941 1966 2617 1109 5692 10633 1296 4831 1324 7451 980 4442 1588 7010 14461 25094 U Turns 1 0 1 1 29 30 31 Total 1641 2862 438 4942 1966 2617 1109 5692 10634 1296 4831 1324 7452 980 4442 1588 7039 14491 25125

EQ 12Hr 2281 3978 609 6869 2733 3638 1542 7912 14781 1801 6715 1840 10358 1362 6174 2207 9784 20142 34923 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 2053 3580 548 6182 2459 3274 1387 7121 13303 1621 6044 1656 9322 1226 5557 1987 8806 18128 31431 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 2689 4690 718 8099 3222 4289 1817 9328 17427 2124 7917 2170 12212 1606 7280 2602 11536 23748 41175 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram GREENBANK RD @ STRANDHERD DR

Survey Date: Wednesday, October 01, 2014 WO No: 29808 Start Time: 07:00 Device: Miovision

GREENBANK RD N

W E

1307 7 S 451 856 Total 99 182 170 0 Heavy Vehicles 6 12 2 0 22 0 1 5 Cars 93 170 168 0 834

STRANDHERD DR 208 5 213

44 1036 1080 691 24 715 1003 0 0 0 AM Period 66 6 72 Peak Hour: 162 3 159 1839 1999 07:30 08:30 3 0 3 594 34 560 792 44 836 919 163 25 138

374 0 252 467 61 Cars 43 0 14 14 8 Heavy 2 0 1 Vehicles 0 266 481 69 Total 417 816

1233

Comments

2016-Feb-10 Page 1 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram GREENBANK RD @ STRANDHERD DR

Survey Date: Wednesday, October 01, 2014 WO No: 29808 Start Time: 07:00 Device: Miovision

GREENBANK RD N

W E

1368 9 S 737 631 Total 169 309 259 0 Heavy Vehicles 5 6 2 0 18 0 0 10 Cars 164 303 257 0 613

STRANDHERD DR 181 3 184

33 712 745 400 22 422 723 1 0 1 MD Period 108 5 113 Peak Hour: 158 12 146 1485 1493 11:30 12:30 4 0 4 446 21 425 737 25 762 748 143 5 138

549 0 147 286 51 Cars 16 0 6 3 2 Heavy 1 0 0 Vehicles 0 153 289 53 Total 565 495

1060

Comments

2016-Feb-10 Page 2 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram GREENBANK RD @ STRANDHERD DR

Survey Date: Wednesday, October 01, 2014 WO No: 29808 Start Time: 07:00 Device: Miovision

GREENBANK RD N

W E

1809 8 S 1020 789 Total 173 541 306 0 Heavy Vehicles 1 4 2 0 13 0 0 9 Cars 172 537 304 0 776

STRANDHERD DR 229 3 232

23 1138 1161 730 18 748 1186 0 0 0 PM Period 199 1 200 Peak Hour: 189 5 184 2418 2412 16:30 17:30 6 0 6 839 29 810 1201 31 1232 1251 223 8 215

951 0 236 363 81 Cars 13 0 4 5 0 Heavy 6 0 0 Vehicles 0 240 368 81 Total 964 689

1653

Comments

2016-Feb-10 Page 3 of 3 Public Works - Traffic Services Work Order 29808 Turning Movement Count - 15 Min U-Turn Total Report GREENBANK RD @ STRANDHERD DR Survey Date: Wednesday, October 01, 2014

Northbound Southbound Eastbound Westbound Time Period Total U-Turn Total U-Turn Total U-Turn Total U-Turn Total 07:00 07:15 0 0 0 0 0 07:15 07:30 0 0 0 1 1 07:30 07:45 0 0 0 0 0 07:45 08:00 0 0 0 1 1 08:00 08:15 0 0 0 1 1 08:15 08:30 0 0 0 1 1 08:30 08:45 0 0 0 0 0 08:45 09:00 0 0 0 0 0 09:00 09:15 0 0 0 0 0 09:15 09:30 0 0 0 0 0 09:30 09:45 0 0 0 1 1 09:45 10:00 0 0 0 1 1 11:30 11:45 0 0 0 1 1 11:45 12:00 0 0 0 1 1 12:00 12:15 0 0 1 2 3 12:15 12:30 0 0 0 0 0 12:30 12:45 0 0 0 0 0 12:45 13:00 0 0 0 0 0 13:00 13:15 1 0 0 1 2 13:15 13:30 0 0 0 2 2 15:00 15:15 0 0 0 1 1 15:15 15:30 0 0 0 1 1 15:30 15:45 0 0 0 0 0 15:45 16:00 0 0 0 1 1 16:00 16:15 0 0 0 0 0 16:15 16:30 0 0 0 1 1 16:30 16:45 0 0 0 2 2 16:45 17:00 0 0 0 2 2 17:00 17:15 0 0 0 1 1 17:15 17:30 0 0 0 1 1 17:30 17:45 0 0 0 2 2 17:45 18:00 0 0 0 4 4 Total 1 0 1 29 31

2016-Feb-10 Page 1 of 1 Traffic Signal Timing City of Ottawa, Public Works Department Traffic Operations Unit

Intersection: Main: Strandherd Side: Cedarview Controller: MS-3200 TSD: 6509 Author: Basel Ansari Date: 10-Feb-2016

Existing Timing Plans†

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

Offset X X X X X

EB Thru min=56.4 min=51.4 min=56.4 min=36.4 min=41.4 15 10 4.6+1.8

WB Thru min=56.4 min=51.4 min=56.4 min=36.4 min=41.4 15 10 4.6+1.8

NB Thru max=40.8 max=35.8 max=40.8 max=25.8 max=35.8 7 11 3.3+2.5

SB Thru max=40.8 max=35.8 max=40.8 max=25.8 max=35.8 7 11 3.3+2.5

Phasing Sequence‡

Plan: All *

Schedule

Weekday Weekend Time Plan Time Plan 0:15 4 0:15 4 6:30 1 8:30 5 9:30 2 20:00 4 15:00 3 18:30 2 21:30 4

Cost is $56.50 ($50 + HST) Public Works - Traffic Services W.O. 35623 Turning Movement Count - 15 Minute Summary Report STRANDHERD DR @ CEDARVIEW RD/TARTAN DR Survey Date: Thursday, December 17, 2015 Total Observed U-Turns Northbound: 0 Southbound: 0 Eastbound: 0 Westbound: 1 CEDARVIEW RD/TARTAN DR STRANDHERD DR Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period LT ST RT TOT LT ST RT TOT TOT LT ST RT TOT LT ST RT TOT TOT Total 07:00 07:15 80 1 2 83 5 0 25 30 113 16 85 25 126 4 106 1 111 237 350

07:15 07:30 62 6 4 72 6 0 24 30 102 14 112 21 147 2 139 6 147 294 396

07:30 07:45 81 6 8 95 13 0 32 45 140 13 117 27 157 6 171 6 183 340 480

07:45 08:00 96 7 5 108 8 1 27 36 144 7 132 15 154 2 176 12 190 344 488

08:00 08:15 85 13 7 105 12 3 22 37 142 12 122 21 155 1 187 15 203 358 500

08:15 08:30 76 24 8 108 24 9 37 70 178 15 100 33 148 2 189 28 219 367 545

08:30 08:45 84 7 8 99 14 3 24 41 140 17 118 25 160 4 196 16 216 376 516

08:45 09:00 55 4 6 65 8 6 17 31 96 19 116 31 166 2 173 13 189 355 451

09:00 09:15 94 6 4 104 14 1 16 31 135 14 79 27 120 0 151 14 165 285 420

09:15 09:30 56 3 4 63 5 0 16 21 84 15 101 26 142 1 119 14 134 276 360

09:30 09:45 43 1 5 49 9 2 10 21 70 13 106 35 154 3 120 7 130 284 354

09:45 10:00 41 3 4 48 5 1 9 15 63 19 60 22 101 4 106 22 132 233 296

11:30 11:45 49 1 5 55 25 4 15 44 99 9 112 26 147 9 108 19 136 283 382

11:45 12:00 27 2 4 33 24 2 6 32 65 18 103 32 153 1 92 25 118 271 336

12:00 12:15 38 2 4 44 11 0 11 22 66 11 98 25 134 5 104 12 121 255 321

12:15 12:30 35 2 7 44 9 0 19 28 72 12 113 30 155 2 103 21 126 281 353

12:30 12:45 27 3 8 38 23 0 10 33 71 16 112 37 165 1 121 13 135 300 371

12:45 13:00 30 3 2 35 16 0 9 25 60 19 96 38 153 2 100 18 120 273 333

13:00 13:15 40 2 6 48 14 2 19 35 83 11 98 32 141 11 112 15 138 279 362

13:15 13:30 35 0 5 40 18 4 13 35 75 20 118 40 178 3 113 15 131 309 384

15:00 15:15 37 13 1 51 16 6 15 37 88 29 144 36 209 7 129 22 158 367 455

15:15 15:30 38 8 4 50 20 8 22 50 100 24 152 48 224 5 111 28 144 368 468

15:30 15:45 25 0 5 30 29 10 21 60 90 27 176 62 265 4 196 14 214 479 569

15:45 16:00 45 5 7 57 25 4 22 51 108 29 158 68 255 4 143 15 162 417 525

16:00 16:15 38 5 4 47 18 10 9 37 84 31 189 62 282 3 157 21 181 463 547

16:15 16:30 35 6 4 45 19 10 11 40 85 33 201 74 308 4 145 13 162 470 555

16:30 16:45 30 10 5 45 19 5 23 47 92 31 207 68 306 7 149 20 176 482 574

16:45 17:00 36 10 1 47 28 8 20 56 103 31 200 75 306 5 140 21 166 472 575

17:00 17:15 24 12 4 40 24 3 9 36 76 31 203 67 301 1 142 24 167 468 544

17:15 17:30 38 7 4 49 22 7 15 44 93 36 190 92 318 5 129 14 148 466 559

17:30 17:45 49 5 7 61 26 5 9 40 101 31 205 72 308 5 131 18 154 462 563

17:45 18:00 30 6 3 39 20 3 14 37 76 32 174 45 251 4 127 25 156 407 483

TOTAL: 1559 183 155 1897 529 117 551 1197 3094 655 4297 1337 6289 119 4385 527 5032 11321 14415 Note: U-Turns are included in Totals. Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order Turning Movement Count - Cyclist Volume Report 35623

STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Count Date: Thursday, December 17, 2015 Start Time: 07:00

CEDARVIEW RD/TARTAN DR STRANDHERD DR

Time Period Northbound Southbound Street Total Eastbound Westbound Street Total Grand Total 07:00 08:00 0 0 0 0 0 0 0 08:00 09:00 0 0 0 0 0 0 0 09:00 10:00 0 0 0 0 0 0 0 11:30 12:30 0 0 0 0 0 0 0 12:30 13:30 0 0 0 0 0 0 0 15:00 16:00 0 0 0 0 0 0 0 16:00 17:00 0 0 0 0 0 0 0 17:00 18:00 0 0 0 0 0 0 0 Total ...... 0 0 0 0 0 0 0

Comment:

Survey Date: Thursday, December 17, 2015 WO#: 35623 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E 2562 1197 1365 1 S Total 551 117 529 0 Heavy Vehicles 19 2 32 0 56 Cars 532 115 497 0 1309 0 0 0

STRANDHERD DR 497 30 527

449 6046 6495 4172 213 4385 5032 0 0 0 98 21 119

655 22 633 10014 12784 1 0 1

4297 203 4094 4711 271 4982 6289 1337 232 1105

1318 0 1342 179 119 Cars 255 0 217 4 36 Heavy 0 0 0 Vehicles 0 1559 183 155 Total

1573 1897

3470

Comments

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services W.O. 35623 Turning Movement Count - Heavy Vehicle Report STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015

CEDARVIEW RD/TARTAN DR STRANDHERD DR

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period ST RT LT ST RT LT ST RT LT ST RT LT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 24 1 4 29 3 0 1 4 33 6 34 30 70 3 20 6 29 99 132

08:00 09:00 29 1 7 37 3 0 6 9 46 2 33 35 70 4 26 5 35 105 151

09:00 10:00 29 0 7 36 2 0 2 4 40 3 33 35 71 2 42 4 48 119 159

11:30 12:30 42 0 3 45 3 0 1 4 49 3 27 40 70 5 37 3 45 115 164

12:30 13:30 39 1 9 49 3 1 3 7 56 2 44 44 90 6 31 4 41 131 187

15:00 16:00 35 0 4 39 4 1 2 7 46 3 18 36 57 1 33 3 37 94 140

16:00 17:00 15 1 2 18 8 0 4 12 30 3 6 11 20 0 20 2 22 42 72

17:00 18:00 4 0 0 4 6 0 0 6 10 0 8 1 9 0 4 3 7 16 26

Sub Total 217 4 36 257 32 2 19 53 310 22 203 232 457 21 213 30 264 721 1031

U-Turns (Heavy Vehicles) 0 0 0 0 0 0 0

Total 217 4 36 0 32 2 19 53 310 22 203 232 457 21 213 30 264 721 1031 Heavy Vehicles are vehicles having one rear axle with four or more wheels, or having two or more rear axles. These vehicles include most O.C. Transpo, school and inter-city buses. Further, they ARE included in the Turning Movement Count Summary.

2016-Feb-1 Page 1 of 1 Public Works - Traffic Services Work Order 35623 Turning Movement Count - Pedestrian Volume Report

STRANDHERD DR @ CEDARVIEW RD/TARTAN DR Count Date: Thursday, December 17, 2015 Start Time: 07:00

NB Approach SB Approach EB Approach WB Approach Time Period Total Total Grand Total (E or W Crossing) (E or W Crossing) (N or S Crossing) (N or S Crossing) 07:00 07:15 0 0 0 0 0 0 0 07:15 07:30 0 0 0 0 0 0 0 07:30 07:45 0 0 0 0 0 0 0 07:45 08:00 0 0 0 0 0 0 0 07:00 08:00 0 0 0 0 0 0 0 08:00 08:15 0 0 0 0 0 0 0 08:15 08:30 0 0 0 0 0 0 0 08:30 08:45 0 0 0 0 0 0 0 08:45 09:00 0 0 0 0 0 0 0 08:00 09:00 0 0 0 0 0 0 0 09:00 09:15 0 0 0 0 0 0 0 09:15 09:30 0 0 0 0 0 0 0 09:30 09:45 0 0 0 0 0 0 0 09:45 10:00 0 0 0 0 0 0 0 09:00 10:00 0 0 0 0 0 0 0 11:30 11:45 0 0 0 0 0 0 0 11:45 12:00 0 0 0 0 0 0 0 12:00 12:15 0 1 1 0 0 0 1 12:15 12:30 0 0 0 0 0 0 0 11:30 12:30 0 1 1 0 0 0 1 12:30 12:45 0 0 0 0 0 0 0 12:45 13:00 0 0 0 0 0 0 0 13:00 13:15 0 0 0 0 0 0 0 13:15 13:30 0 0 0 0 0 0 0 12:30 13:30 0 0 0 0 0 0 0 15:00 15:15 0 0 0 0 0 0 0 15:15 15:30 0 0 0 0 0 0 0 15:30 15:45 0 0 0 0 0 0 0 15:45 16:00 0 0 0 0 0 0 0 15:00 16:00 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 0 16:00 17:00 0 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 0 17:45 18:00 0 0 0 0 0 0 0 17:00 18:00 0 0 0 0 0 0 0 Total ...... 0 1 1 0 0 0 1 Comment:

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Work Order 35623 Turning Movement Count - Full Study Summary Report STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 Total Observed U-Turns AADT Factor Northbound: 0 Southbound: 0 1.00 Eastbound: 0 Westbound: 1 Full Study CEDARVIEW RD/TARTAN DR STRANDHERD DR Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 319 20 19 358 32 1 108 141 499 50 446 88 584 14 592 25 631 1215 1714

08:00 09:00 300 48 29 377 58 21 100 179 556 63 456 110 629 9 745 72 826 1455 2011

09:00 10:00 234 13 17 264 33 4 51 88 352 61 346 110 517 8 496 57 561 1078 1430

11:30 12:30 149 7 20 176 69 6 51 126 302 50 426 113 589 17 407 77 501 1090 1392

12:30 13:30 132 8 21 161 71 6 51 128 289 66 424 147 637 17 446 61 524 1161 1450

15:00 16:00 145 26 17 188 90 28 80 198 386 109 630 214 953 20 579 79 678 1631 2017

16:00 17:00 139 31 14 184 84 33 63 180 364 126 797 279 1202 19 591 75 685 1887 2251

17:00 18:00 141 30 18 189 92 18 47 157 346 130 772 276 1178 15 529 81 625 1803 2149

Sub Total 1559 183 155 1897 529 117 551 1197 3094 655 4297 1337 6289 119 4385 527 5031 11320 14414 U Turns 0 0 0 0 1 1 1 Total 1559 183 155 1897 529 117 551 1197 3094 655 4297 1337 6289 119 4385 527 5032 11321 14415

EQ 12Hr 2167 254 215 2637 735 163 766 1664 4301 910 5973 1858 8742 165 6095 733 6994 15736 20037 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 2167 254 215 2637 735 163 766 1664 4301 910 5973 1858 8742 165 6095 733 6994 15736 20037 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. 1.00

AVG 24Hr 2839 333 282 3454 963 213 1003 2180 5634 1193 7824 2435 11452 217 7985 960 9163 20615 26249 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2016-Feb-10 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

357 0 S 184 173 Total 110 16 58 0 Heavy Vehicles 4 0 4 0 10 0 0 0 Cars 106 16 54 0 163

STRANDHERD DR 65 6 71

56 1143 1199 722 26 748 828 0 0 0 AM Period 5 4 9 Peak Hour: 51 3 48 1386 1816 07:45 08:45 0 0 0 472 26 446 521 37 558 617 94 28 66

87 0 315 50 21 Cars 32 0 26 1 7 Heavy 0 0 0 Vehicles 0 341 51 28 Total 119 420

539

Comments

2016-Feb-10 Page 1 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

430 0 S 183 247 Total 67 23 93 0 Heavy Vehicles 1 0 8 0 3 0 0 0 Cars 66 23 85 0 244

STRANDHERD DR 77 2 79

14 741 755 548 12 560 657 0 0 0 Full Study 18 0 18 Peak Hour: 129 1 128 1564 1986 16:30 17:30 0 0 0 800 9 791 890 17 907 1231 302 1 301

342 0 127 39 14 Cars 1 0 1 0 0 Heavy 0 0 0 Vehicles 0 128 39 14 Total 343 181

524

Comments

2016-Feb-10 Page 2 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

430 0 S 183 247 Total 67 23 93 0 Heavy Vehicles 1 0 8 0 3 0 0 0 Cars 66 23 85 0 244

STRANDHERD DR 77 2 79

14 741 755 548 12 560 657 0 0 0 PM Period 18 0 18 Peak Hour: 129 1 128 1564 1986 16:30 17:30 0 0 0 800 9 791 890 17 907 1231 302 1 301

342 0 127 39 14 Cars 1 0 1 0 0 Heavy 0 0 0 Vehicles 0 128 39 14 Total 343 181

524

Comments

2016-Feb-10 Page 3 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

357 0 S 184 173 Total 110 16 58 0 Heavy Vehicles 4 0 4 0 10 0 0 0 Cars 106 16 54 0 163

STRANDHERD DR 65 6 71

56 1143 1199 722 26 748 828 0 0 0 AM Period 5 4 9 Peak Hour: 51 3 48 1386 1816 07:45 08:45 0 0 0 472 26 446 521 37 558 617 94 28 66

87 0 315 50 21 Cars 32 0 26 1 7 Heavy 0 0 0 Vehicles 0 341 51 28 Total 119 420

539

Comments

2016-Feb-10 Page 1 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

263 0 S 128 135 Total 51 6 71 0 Heavy Vehicles 3 1 3 0 7 0 0 0 Cars 48 5 68 0 128

STRANDHERD DR 57 4 61

73 556 629 415 31 446 524 0 0 0 MD Period 11 6 17 Peak Hour: 66 2 64 1040 1266 12:30 13:30 0 0 0 424 44 380 460 56 516 637 147 44 103

119 0 93 7 12 Cars 51 0 39 1 9 Heavy 0 0 0 Vehicles 0 132 8 21 Total 170 161

331

Comments

2016-Feb-10 Page 2 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD DR @ CEDARVIEW RD/TARTAN DR

Survey Date: Thursday, December 17, 2015 WO No: 35623 Start Time: 07:00 Device: Miovision

CEDARVIEW RD/TARTAN DR N

W E

430 0 S 183 247 Total 67 23 93 0 Heavy Vehicles 1 0 8 0 3 0 0 0 Cars 66 23 85 0 244

STRANDHERD DR 77 2 79

14 741 755 548 12 560 657 0 0 0 PM Period 18 0 18 Peak Hour: 129 1 128 1564 1986 16:30 17:30 0 0 0 800 9 791 890 17 907 1231 302 1 301

342 0 127 39 14 Cars 1 0 1 0 0 Heavy 0 0 0 Vehicles 0 128 39 14 Total 343 181

524

Comments

2016-Feb-10 Page 3 of 3 Public Works - Traffic Services Work Order 35623 Turning Movement Count - 15 Min U-Turn Total Report STRANDHERD DR @ CEDARVIEW RD/TARTAN DR Survey Date: Thursday, December 17, 2015

Northbound Southbound Eastbound Westbound Time Period Total U-Turn Total U-Turn Total U-Turn Total U-Turn Total 07:00 07:15 0 0 0 0 0 07:15 07:30 0 0 0 0 0 07:30 07:45 0 0 0 0 0 07:45 08:00 0 0 0 0 0 08:00 08:15 0 0 0 0 0 08:15 08:30 0 0 0 0 0 08:30 08:45 0 0 0 0 0 08:45 09:00 0 0 0 1 1 09:00 09:15 0 0 0 0 0 09:15 09:30 0 0 0 0 0 09:30 09:45 0 0 0 0 0 09:45 10:00 0 0 0 0 0 11:30 11:45 0 0 0 0 0 11:45 12:00 0 0 0 0 0 12:00 12:15 0 0 0 0 0 12:15 12:30 0 0 0 0 0 12:30 12:45 0 0 0 0 0 12:45 13:00 0 0 0 0 0 13:00 13:15 0 0 0 0 0 13:15 13:30 0 0 0 0 0 15:00 15:15 0 0 0 0 0 15:15 15:30 0 0 0 0 0 15:30 15:45 0 0 0 0 0 15:45 16:00 0 0 0 0 0 16:00 16:15 0 0 0 0 0 16:15 16:30 0 0 0 0 0 16:30 16:45 0 0 0 0 0 16:45 17:00 0 0 0 0 0 17:00 17:15 0 0 0 0 0 17:15 17:30 0 0 0 0 0 17:30 17:45 0 0 0 0 0 17:45 18:00 0 0 0 0 0 Total 0 0 0 1 1

2016-Feb-10 Page 1 of 1 Traffic Signal Timing City of Ottawa, Public Works Department Traffic Operations Unit

Intersection: Main: Strandherd Side: Kennvale Controller: MS-3200 TSD: 6715 Author: Basel Ansari Date: 10-Feb-2016

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend Walk DW A+R 1 2 3 4 5 Cycle 120 110 120 FREE FREE

Offset 105 4 14 X X

NB Thru 85 75 85 min=41.4 min=51.4 7 17 4.6 + 1.8

SB Thru 85 75 85 min=41.4 min=51.4 7 17 4.6 + 1.8

EB Thru 35 35 35 max: 21.6 max: 26.6 7 19 3.3 + 3.3

WB Thru 35 35 35 max: 21.6 max: 26.6 7 19 3.3 + 3.3

Phasing Sequence‡

Plan: All *

Schedule

Weekday Weekend Time Plan Time Plan 0:15 4 0:15 4 6:00 1 7:00 5 9:00 2 22:00 4 15:00 3 18:30 2 22:00 4

Cost is $56.50 ($50 + HST) Public Works - Traffic Services W.O. 35100 Turning Movement Count - 15 Minute Summary Report STRANDHERD @ KENNEVALE DR Survey Date: Wednesday, August 05, 2015 Total Observed U-Turns Northbound: 0 Southbound: 0 Eastbound: 0 Westbound: 1

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period LT ST RT TOT LT ST RT TOT TOT LT ST RT TOT LT ST RT TOT TOT Total 07:00 07:15 1 129 9 139 2 63 2 67 206 0 1 0 1 26 0 10 36 37 243

07:15 07:30 0 101 16 117 12 89 0 101 218 0 0 0 0 14 1 33 48 48 266

07:30 07:45 0 117 10 127 8 89 2 99 226 0 1 0 1 24 1 34 59 60 286

07:45 08:00 0 150 21 171 10 112 2 124 295 0 1 1 2 18 0 23 41 43 338

08:00 08:15 0 109 21 130 10 80 1 91 221 0 0 0 0 25 3 19 47 47 268

08:15 08:30 0 64 10 74 16 88 1 105 179 0 0 0 0 31 1 20 53 53 232

08:30 08:45 0 50 6 56 18 69 2 89 145 0 0 0 0 24 0 23 47 47 192

08:45 09:00 0 63 8 71 19 83 0 102 173 0 0 1 1 25 2 21 48 49 222

09:00 09:15 2 110 24 136 8 75 2 85 221 0 0 0 0 25 1 29 55 55 276

09:15 09:30 0 70 8 78 8 83 1 92 170 1 0 0 1 18 0 18 36 37 207

09:30 09:45 0 54 12 66 16 77 3 96 162 0 0 1 1 22 1 25 48 49 211

09:45 10:00 1 75 15 91 12 87 0 99 190 0 0 0 0 16 1 18 35 35 225

11:30 11:45 2 77 14 93 20 65 0 85 178 0 0 0 0 6 0 6 12 12 190

11:45 12:00 0 63 13 76 16 116 2 134 210 1 0 0 1 25 0 9 34 35 245

12:00 12:15 0 64 5 69 16 85 1 102 171 0 0 0 0 18 2 21 41 41 212

12:15 12:30 0 87 11 98 22 116 0 138 236 0 1 0 1 13 0 20 33 34 270

12:30 12:45 0 39 7 46 25 126 0 151 197 0 0 0 0 19 1 17 37 37 234

12:45 13:00 0 72 11 83 12 106 1 119 202 0 0 0 0 23 2 15 40 40 242

13:00 13:15 0 74 9 83 15 96 0 111 194 0 1 1 2 25 1 14 40 42 236

13:15 13:30 0 73 23 96 14 96 2 112 208 1 0 2 3 31 1 17 49 52 260

15:00 15:15 0 95 16 111 27 108 0 135 246 0 0 0 0 20 0 21 41 41 287

15:15 15:30 0 120 15 135 30 157 0 187 322 2 2 0 4 19 2 12 33 37 359

15:30 15:45 0 94 17 111 28 160 0 188 299 3 0 1 4 22 2 27 51 55 354

15:45 16:00 0 55 12 67 38 152 0 190 257 0 0 0 0 33 0 17 50 50 307

16:00 16:15 0 94 25 119 48 180 1 229 348 0 0 0 0 39 0 14 53 53 401

16:15 16:30 1 102 12 115 43 214 1 258 373 0 0 0 0 40 0 18 58 58 431

16:30 16:45 0 88 16 104 40 204 0 244 348 0 0 0 0 32 0 20 52 52 400

16:45 17:00 0 71 13 84 25 158 0 183 267 0 1 0 1 35 0 7 42 43 310

17:00 17:15 0 76 17 93 36 190 0 226 319 0 0 0 0 51 1 18 70 70 389

17:15 17:30 0 68 16 84 41 224 0 265 349 0 0 1 1 53 0 13 66 67 416

17:30 17:45 0 66 21 87 37 241 0 278 365 0 0 0 0 42 1 17 60 60 425

17:45 18:00 0 54 11 65 44 182 0 226 291 0 0 0 0 23 1 18 42 42 333

TOTAL: 7 2624 444 3075 716 3971 24 4711 7786 8 8 8 24 837 25 594 1457 1481 9267 Note: U-Turns are included in Totals. Comment:

2016-Feb-09 Page 1 of 1 Public Works - Traffic Services Work Order Turning Movement Count - Cyclist Volume Report 35100

STRANDHERD @ KENNEVALE DR

Count Date: Wednesday, August 05, 2015 Start Time: 07:00

Time Period Northbound Southbound Street Total Eastbound Westbound Street Total Grand Total 07:00 08:00 0 0 0 0 0 0 0 08:00 09:00 0 0 0 0 1 1 1 09:00 10:00 0 0 0 0 0 0 0 11:30 12:30 0 2 2 0 0 0 2 12:30 13:30 0 1 1 0 0 0 1 15:00 16:00 0 1 1 0 0 0 1 16:00 17:00 0 0 0 0 1 1 1 17:00 18:00 0 0 0 0 0 0 0 Total ...... 0 4 4 0 2 2 6

Comment:

Note: These volumes consists of bicycles only (no mopeds or motorcycles) and ARE NOT included in the Turning Movement Count Summary. 2016-Feb-09 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Diagram STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015 WO#: 35100 Device: Jamar Technologies, Inc

W E 7937 4711 3226 0 S Total 24 3971 716 0 Heavy Vehicles 5 276 10 0 168 Cars 19 3695 706 0 3058 4 2 4

585 9 594

20 36 56 15 10 25 1457 0 0 0 824 13 837

8 1 7 2626 80 1 0 1

8 3 5 1153 16 1169 24 8 4 4

4523 0 2 2466 441 Cars 293 0 5 158 3 Heavy 0 0 0 Vehicles 0 7 2624 444 Total

4816 3075

7891

Comments

2016-Feb-09 Page 1 of 1 Public Works - Traffic Services W.O. 35100 Turning Movement Count - Heavy Vehicle Report STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period ST RT LT ST RT LT ST RT LT ST RT LT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 0 11 1 12 3 55 3 61 73 0 1 1 2 0 2 1 3 5 78

08:00 09:00 0 14 0 14 4 32 1 37 51 0 0 0 0 1 2 1 4 4 55

09:00 10:00 2 17 1 20 0 42 1 43 63 0 0 1 1 1 2 1 4 5 68

11:30 12:30 2 24 0 26 0 32 0 32 58 1 0 0 1 2 1 1 4 5 63

12:30 13:30 0 17 1 18 0 43 0 43 61 0 1 2 3 1 1 1 3 6 67

15:00 16:00 0 23 0 23 2 40 0 42 65 0 1 0 1 3 1 1 5 6 71

16:00 17:00 1 25 0 26 1 23 0 24 50 0 0 0 0 2 0 2 4 4 54

17:00 18:00 0 27 0 27 0 9 0 9 36 0 0 0 0 3 1 1 5 5 41

Sub Total 5 158 3 166 10 276 5 291 457 1 3 4 8 13 10 9 32 40 497

U-Turns (Heavy Vehicles) 0 0 0 0 0 0 0

Total 5 158 3 0 10 276 5 291 457 1 3 4 8 13 10 9 32 40 497 Heavy Vehicles are vehicles having one rear axle with four or more wheels, or having two or more rear axles. These vehicles include most O.C. Transpo, school and inter-city buses. Further, they ARE included in the Turning Movement Count Summary.

2016-Feb-0 Page 1 of 1 Public Works - Traffic Services Work Order 35100 Turning Movement Count - Pedestrian Volume Report

STRANDHERD @ KENNEVALE DR Count Date: Wednesday, August 05, 2015 Start Time: 07:00

NB Approach SB Approach EB Approach WB Approach Time Period Total Total Grand Total (E or W Crossing) (E or W Crossing) (N or S Crossing) (N or S Crossing) 07:00 07:15 0 0 0 0 0 0 0 07:15 07:30 0 0 0 0 0 0 0 07:30 07:45 0 0 0 0 0 0 0 07:45 08:00 0 0 0 0 0 0 0 07:00 08:00 0 0 0 0 0 0 0 08:00 08:15 3 0 3 0 0 0 3 08:15 08:30 2 0 2 0 0 0 2 08:30 08:45 0 0 0 0 0 0 0 08:45 09:00 0 0 0 0 0 0 0 08:00 09:00 5 0 5 0 0 0 5 09:00 09:15 0 0 0 0 0 0 0 09:15 09:30 0 0 0 0 0 0 0 09:30 09:45 0 0 0 0 1 1 1 09:45 10:00 0 0 0 0 0 0 0 09:00 10:00 0 0 0 0 1 1 1 11:30 11:45 0 0 0 0 0 0 0 11:45 12:00 0 0 0 0 0 0 0 12:00 12:15 0 0 0 0 0 0 0 12:15 12:30 0 0 0 0 0 0 0 11:30 12:30 0 0 0 0 0 0 0 12:30 12:45 0 0 0 0 1 1 1 12:45 13:00 0 0 0 0 0 0 0 13:00 13:15 0 0 0 0 0 0 0 13:15 13:30 0 0 0 0 0 0 0 12:30 13:30 0 0 0 0 1 1 1 15:00 15:15 0 0 0 0 0 0 0 15:15 15:30 0 0 0 0 0 0 0 15:30 15:45 0 0 0 0 0 0 0 15:45 16:00 0 0 0 0 0 0 0 15:00 16:00 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 0 16:00 17:00 0 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 0 17:45 18:00 0 0 0 0 2 2 2 17:00 18:00 0 0 0 0 2 2 2 Total ...... 5 0 5 0 4 4 9 Comment:

2016-Feb-09 Page 1 of 1 Public Works - Traffic Services Work Order 35100 Turning Movement Count - Full Study Summary Report STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015 Total Observed U-Turns AADT Factor Northbound: 0 Southbound: 0 .90 Eastbound: 0 Westbound: 1 Full Study

Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 1 497 56 554 32 353 6 391 945 0 3 1 4 82 2 100 184 188 1133

08:00 09:00 0 286 45 331 63 320 4 387 718 0 0 1 1 105 6 83 194 195 913

09:00 10:00 3 309 59 371 44 322 6 372 743 1 0 1 2 81 3 90 174 176 919

11:30 12:30 2 291 43 336 74 382 3 459 795 1 1 0 2 62 2 56 120 122 917

12:30 13:30 0 258 50 308 66 424 3 493 801 1 1 3 5 98 5 63 166 171 972

15:00 16:00 0 364 60 424 123 577 0 700 1124 5 2 1 8 94 4 77 175 183 1307

16:00 17:00 1 355 66 422 156 756 2 914 1336 0 1 0 1 146 0 59 205 206 1542

17:00 18:00 0 264 65 329 158 837 0 995 1324 0 0 1 1 169 3 66 238 239 1563

Sub Total 7 2624 444 3075 716 3971 24 4711 7786 8 8 8 24 837 25 594 1456 1480 9266 U Turns 0 0 0 0 1 1 1 Total 7 2624 444 3075 716 3971 24 4711 7786 8 8 8 24 837 25 594 1457 1481 9267

EQ 12Hr 10 3647 617 4274 995 5520 33 6548 10822 11 11 11 33 1163 35 826 2025 2058 12880 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 9 3283 555 3847 896 4968 30 5893 9740 10 10 10 30 1047 31 743 1823 1853 11593 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 11 4300 728 5039 1173 6508 39 7720 12759 13 13 13 39 1372 41 973 2388 2427 15186 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2016-Feb-09 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015 WO No: 35100 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

1001 0 S 415 586 Total 5 370 40 0 Heavy Vehicles 2 47 5 0 17 0 1 0 Cars 3 323 35 0 569

108 1 109

5 5 10 2 3 5 195 0 0 0 AM Period 81 0 81 Peak Hour: 0 0 0 305 13 07:15 08:15 0 0 0 2 1 1 103 7 110 3 1 1 0

404 0 0 461 67 Cars 48 0 0 16 1 Heavy 0 0 0 Vehicles 0 0 477 68 Total 452 545

997

Comments

2016-Feb-09 Page 1 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015 WO No: 35100 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

857 0 S 519 338 Total 1 444 74 0 Heavy Vehicles 0 40 0 0 16 1 0 1 Cars 1 404 74 0 322

64 2 66

1 4 5 3 1 4 150 0 0 0 MD Period 78 2 80 Peak Hour: 0 0 0 264 8 12:15 13:15 0 0 0 2 1 1 112 2 114 3 1 0 1

483 0 0 258 37 Cars 42 0 0 14 1 Heavy 0 0 0 Vehicles 0 0 272 38 Total 525 310

835

Comments

2016-Feb-09 Page 2 of 3 Public Works - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram STRANDHERD @ KENNEVALE DR

Survey Date: Wednesday, August 05, 2015 WO No: 35100 Start Time: 07:00 Device: Jamar Technologies, Inc

W E

1325 0 S 995 330 Total 0 837 158 0 Heavy Vehicles 0 9 0 0 28 0 0 2 Cars 0 828 158 0 302

65 1 66

1 2 3 2 1 3 238 0 0 0 PM Period 166 3 169 Peak Hour: 0 0 0 461 4 17:00 18:00 0 0 0 0 0 0 223 0 223 1 1 0 1

995 0 0 237 65 Cars 12 0 0 27 0 Heavy 0 0 0 Vehicles 0 0 264 65 Total 1007 329

1336

Comments

2016-Feb-09 Page 3 of 3 Public Works - Traffic Services Work Order 35100 Turning Movement Count - 15 Min U-Turn Total Report STRANDHERD @ KENNEVALE DR Survey Date: Wednesday, August 05, 2015

Northbound Southbound Eastbound Westbound Time Period Total U-Turn Total U-Turn Total U-Turn Total U-Turn Total 07:00 07:15 0 0 0 0 0 07:15 07:30 0 0 0 0 0 07:30 07:45 0 0 0 0 0 07:45 08:00 0 0 0 0 0 08:00 08:15 0 0 0 0 0 08:15 08:30 0 0 0 1 1 08:30 08:45 0 0 0 0 0 08:45 09:00 0 0 0 0 0 09:00 09:15 0 0 0 0 0 09:15 09:30 0 0 0 0 0 09:30 09:45 0 0 0 0 0 09:45 10:00 0 0 0 0 0 11:30 11:45 0 0 0 0 0 11:45 12:00 0 0 0 0 0 12:00 12:15 0 0 0 0 0 12:15 12:30 0 0 0 0 0 12:30 12:45 0 0 0 0 0 12:45 13:00 0 0 0 0 0 13:00 13:15 0 0 0 0 0 13:15 13:30 0 0 0 0 0 15:00 15:15 0 0 0 0 0 15:15 15:30 0 0 0 0 0 15:30 15:45 0 0 0 0 0 15:45 16:00 0 0 0 0 0 16:00 16:15 0 0 0 0 0 16:15 16:30 0 0 0 0 0 16:30 16:45 0 0 0 0 0 16:45 17:00 0 0 0 0 0 17:00 17:15 0 0 0 0 0 17:15 17:30 0 0 0 0 0 17:30 17:45 0 0 0 0 0 17:45 18:00 0 0 0 0 0 Total 0 0 0 1 1

2016-Feb-09 Page 1 of 1 Traffic Signal Timing City of Ottawa, Public Works Department Traffic Operations Unit

Intersection: Main: Strandherd Side: Andora Controller: MS-3200 TSD: 6726 Author: Basel Ansari Date: 08-Mar-2016

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend Walk DW A+R 1 2 3 4 5 Cycle 100 70 100 70 95

Offset 60 X 85 X X

EB Thru 70 40 70 40 66 7 12 4.2+1.8

WB Thru 70 40 70 40 66 - - 4.2+1.8

NB Thru 30 30 30 30 29 7 10 3.3+2.5

Phasing Sequence‡

Plan: All *

Schedule

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

Cost is $56.50 ($50 + HST) Public Works - Traffic Services Turning Movement Count - Full Study Diagram STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015 WO#: 35555 Device: Miovision

W E 0 0 0 0 S Total 0 0 0 0 Heavy Vehicles 0 0 0 0 0 Cars 0 0 0 0 0 0 0 29

0 0 0

231 4725 4956 4669 227 4896 5059 0 0 0 155 5 160

0 0 0 10007 9787 3 0 3

4810 222 4588 4725 223 4948 4831 21 3 18

173 0 56 0 134 Cars 8 0 4 0 1 Heavy 1 0 0 Vehicles 0 60 0 135 Total

181 195

376

Comments

2016-Mar-04 Page 1 of 1 Public Works - Traffic Services Turning Movement Count - Peak Hour Diagram STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015 WO No: 35555 Start Time: 07:00 Device: Miovision

N W E

0 0 S 0 0 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 4 Cars 0 0 0 0 0

0 0 0

47 793 840 776 45 821 827 0 0 0 AM Period 4 2 6 0 0 0 Peak Hour 1399 1391 07:45 08:45 0 0 0 548 42 506 529 43 572 551 3 2 1

5 0 17 0 23 Cars 4 0 2 0 1 Heavy 0 0 0 Vehicles 0 19 0 24 Total 9 43

Comments

2016-Mar-04 Page 1 of 4 Public Works - Traffic Services Turning Movement Count - Peak Hour Diagram STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015 WO No: 35555 Start Time: 07:00 Device: Miovision

N W E

0 0 S 0 0 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 1 Cars 0 0 0 0 0

0 0 0

19 677 696 670 18 688 726 0 0 0 Full Study 38 0 38 0 0 0 Peak Hour 1673 1632 16:15 17:15 0 0 0 932 21 911 926 21 947 936 4 0 4

42 0 7 0 15 Cars 0 0 1 0 0 Heavy 0 0 0 Vehicles 0 8 0 15 Total 42 23

Comments

2016-Mar-04 Page 2 of 4 Public Works - Traffic Services Turning Movement Count - Peak Hour Diagram STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015 WO No: 35555 Start Time: 07:00 Device: Miovision

N W E

0 0 S 0 0 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 8 Cars 0 0 0 0 0

0 0 0

23 448 471 445 23 468 484 0 0 0 MD Period 16 0 16 0 0 0 Peak Hour 956 938 12:00 13:00 0 0 0 467 21 446 451 21 472 467 0 0 0

16 0 3 0 5 Cars 0 0 0 0 0 Heavy 0 0 0 Vehicles 0 3 0 5 Total 16 8

Comments

2016-Mar-04 Page 3 of 4 Public Works - Traffic Services Turning Movement Count - Peak Hour Diagram STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015 WO No: 35555 Start Time: 07:00 Device: Miovision

N W E

0 0 S 0 0 0 0 0 0 Heavy Vehicles 0 0 0 0 0 0 0 1 Cars 0 0 0 0 0

0 0 0

19 677 696 670 18 688 726 0 0 0 PM Period 38 0 38 0 0 0 Peak Hour 1673 1632 16:15 17:15 0 0 0 932 21 911 926 21 947 936 4 0 4

42 0 7 0 15 Cars 0 0 1 0 0 Heavy 0 0 0 Vehicles 0 8 0 15 Total 42 23

Comments

2016-Mar-04 Page 4 of 4 Public Works - Traffic Services W.O. 35555 Turning Movement Count - Heavy Vehicle Report STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, 2015

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period ST RT LT ST RT LT ST RT LT ST RT LT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 1 0 0 1 0 0 0 0 1 0 39 0 39 2 33 0 35 74 75

08:00 09:00 2 0 1 3 0 0 0 0 3 0 47 2 49 1 46 0 47 96 99

09:00 10:00 0 0 0 0 0 0 0 0 0 0 30 1 31 0 39 0 39 70 70

11:30 12:30 0 0 0 0 0 0 0 0 0 0 25 0 25 0 27 0 27 52 52

12:30 13:30 0 0 0 0 0 0 0 0 0 0 23 0 23 0 21 0 21 44 44

15:00 16:00 0 0 0 0 0 0 0 0 0 0 28 0 28 2 33 0 35 63 63

16:00 17:00 1 0 0 1 0 0 0 0 1 0 20 0 20 0 21 0 21 41 42

17:00 18:00 0 0 0 0 0 0 0 0 0 0 10 0 10 0 7 0 7 17 17

Sub Total 4 0 1 5 0 0 0 0 5 0 222 3 225 5 227 0 232 457 462

U-Turns (Heavy Vehicles) 0 0 0 0 0 0 0

Total 4 0 1 0 0 0 0 0 5 0 222 3 225 5 227 0 232 457 462 Heavy Vehicles are vehicles having one rear axle with four or more wheels, or having two or more rear axles. These vehicles include most O.C. Transpo, school and inter-city buses. Further, they ARE included in the Turning Movement Count Summary.

2016-Mar-0 Page 1 of 1 Public Works - Traffic Services W.O. 35555 Turning Movement Count - 15 Minute Summary Report STRANDHERD DR @ ANDORA AVE Survey Date: Wednesday, December 09, 2015 Total Observed U-Turns Northbound: 0 Southbound: 0 Eastbound: 0 Westbound: 3

Northbound Southbound Eastbound Westbound N S STR E W STR Grand Time Period LT ST RT TOT LT ST RT TOT TOT LT ST RT TOT LT ST RT TOT TOT Total 07:00 07:15 7 0 10 17 0 0 0 0 17 0 99 0 99 0 109 0 109 208 225

07:15 07:30 4 0 12 16 0 0 0 0 16 0 130 1 131 2 178 0 180 311 327

07:30 07:45 3 0 7 10 0 0 0 0 10 0 147 0 147 5 173 0 178 325 335

07:45 08:00 8 0 5 13 0 0 0 0 13 0 148 0 148 3 194 0 197 345 358

08:00 08:15 2 0 7 9 0 0 0 0 9 0 137 1 138 1 183 0 184 322 331

08:15 08:30 6 0 6 12 0 0 0 0 12 0 131 1 132 1 213 0 214 346 358

08:30 08:45 3 0 6 9 0 0 0 0 9 0 132 1 133 1 231 0 232 365 374

08:45 09:00 3 0 6 9 0 0 0 0 9 0 113 0 113 5 197 0 202 315 324

09:00 09:15 1 0 7 8 0 0 0 0 8 0 109 1 110 0 144 0 144 254 262

09:15 09:30 1 0 2 3 0 0 0 0 3 0 125 0 125 5 145 0 150 275 278

09:30 09:45 1 0 1 2 0 0 0 0 2 0 109 0 109 1 130 0 131 240 242

09:45 10:00 2 0 2 4 0 0 0 0 4 0 105 0 105 1 112 0 113 218 222

11:30 11:45 0 0 5 5 0 0 0 0 5 0 101 0 101 2 118 0 121 222 227

11:45 12:00 2 0 1 3 0 0 0 0 3 0 116 1 117 1 119 0 121 238 241

12:00 12:15 1 0 0 1 0 0 0 0 1 0 123 0 123 0 117 0 117 240 241

12:15 12:30 0 0 2 2 0 0 0 0 2 0 114 0 114 4 118 0 122 236 238

12:30 12:45 1 0 3 4 0 0 0 0 4 0 108 0 108 5 113 0 118 226 230

12:45 13:00 1 0 0 1 0 0 0 0 1 0 122 0 122 7 120 0 127 249 250

13:00 13:15 0 0 4 4 0 0 0 0 4 0 117 3 120 6 105 0 111 231 235

13:15 13:30 3 0 2 5 0 0 0 0 5 0 98 0 98 4 97 0 101 199 204

15:00 15:15 0 0 1 1 0 0 0 0 1 0 137 1 138 6 156 0 162 300 301

15:15 15:30 1 0 3 4 0 0 0 0 4 0 169 2 171 8 165 0 173 344 348

15:30 15:45 0 0 7 7 0 0 0 0 7 0 176 2 178 9 184 0 193 371 378

15:45 16:00 0 0 1 1 0 0 0 0 1 0 192 0 192 10 176 0 186 378 379

16:00 16:15 0 0 1 1 0 0 0 0 1 0 189 0 189 8 155 0 164 353 354

16:15 16:30 2 0 5 7 0 0 0 0 7 0 235 2 237 10 156 0 166 403 410

16:30 16:45 1 0 3 4 0 0 0 0 4 0 234 0 234 16 178 0 194 428 432

16:45 17:00 3 0 5 8 0 0 0 0 8 0 235 1 236 6 199 0 205 441 449

17:00 17:15 2 0 2 4 0 0 0 0 4 0 228 1 229 6 155 0 161 390 394

17:15 17:30 0 0 6 6 0 0 0 0 6 0 213 1 214 7 149 0 156 370 376

17:30 17:45 0 0 7 7 0 0 0 0 7 0 220 2 222 8 147 0 155 377 384

17:45 18:00 2 0 6 8 0 0 0 0 8 0 198 0 198 12 160 0 172 370 378

TOTAL: 60 0 135 195 0 0 0 0 195 0 4810 21 4831 160 4896 0 5059 9890 10085 Note: U-Turns are included in Totals. Comment:

2016-Mar-04 Page 1 of 1 Public Works - Traffic Services Work Order 35555 Turning Movement Count - Pedestrian Volume Report

STRANDHERD DR @ ANDORA AVE Count Date: Wednesday, December 09, 2015 Start Time: 07:00

NB Approach SB Approach EB Approach WB Approach Time Period Total Total Grand Total (E or W Crossing) (E or W Crossing) (N or S Crossing) (N or S Crossing) 07:00 07:15 0 0 0 0 2 2 2 07:15 07:30 0 0 0 0 1 1 1 07:30 07:45 0 0 0 0 0 0 0 07:45 08:00 0 0 0 0 0 0 0 07:00 08:00 0 0 0 0 3 3 3 08:00 08:15 0 0 0 0 0 0 0 08:15 08:30 0 0 0 0 3 3 3 08:30 08:45 3 0 3 0 1 1 4 08:45 09:00 1 0 1 1 1 2 3 08:00 09:00 4 0 4 1 5 6 10 09:00 09:15 0 0 0 0 0 0 0 09:15 09:30 0 0 0 0 0 0 0 09:30 09:45 0 0 0 0 0 0 0 09:45 10:00 0 0 0 0 0 0 0 09:00 10:00 0 0 0 0 0 0 0 11:30 11:45 0 0 0 0 0 0 0 11:45 12:00 4 0 4 0 0 0 4 12:00 12:15 0 0 0 0 1 1 1 12:15 12:30 7 0 7 0 4 4 11 11:30 12:30 11 0 11 0 5 5 16 12:30 12:45 1 0 1 0 0 0 1 12:45 13:00 3 0 3 0 3 3 6 13:00 13:15 0 0 0 0 0 0 0 13:15 13:30 3 0 3 0 2 2 5 12:30 13:30 7 0 7 0 5 5 12 15:00 15:15 0 0 0 0 1 1 1 15:15 15:30 0 0 0 0 1 1 1 15:30 15:45 0 0 0 0 1 1 1 15:45 16:00 0 0 0 0 2 2 2 15:00 16:00 0 0 0 0 5 5 5 16:00 16:15 2 0 2 0 5 5 7 16:15 16:30 0 0 0 0 0 0 0 16:30 16:45 1 0 1 0 1 1 2 16:45 17:00 0 0 0 0 0 0 0 16:00 17:00 3 0 3 0 6 6 9 17:00 17:15 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 0 17:45 18:00 0 0 0 0 0 0 0 17:00 18:00 0 0 0 0 0 0 0 Total ...... 25 0 25 1 29 30 55 Comment:

2016-Mar-04 Page 1 of 1 Public Works - Traffic Services Work Order Turning Movement Count - Cyclist Volume Report 35555

STRANDHERD DR @ ANDORA AVE

Count Date: Wednesday, December 09, 2015 Start Time: 07:00

Comment:

Note: These volumes consists of bicycles only (no mopeds or motorcycles) and ARE NOT included in the Turning Movement Count Summary. 2016-Mar-04 Page 1 of 1 Public Works - Traffic Services Work Order 35555 Turning Movement Count - Full Study Summary Report STRANDHERD DR @ ANDORA AVE

Survey Date: Wednesday, December 09, Total Observed U-Turns AADT Factor 2015 Northbound: 0 Southbound: 0 1.00 Eastbound: 0 Westbound: 3 Full Study

Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 22 0 34 56 0 0 0 0 56 0 524 1 525 10 654 0 664 1189 1245

08:00 09:00 14 0 25 39 0 0 0 0 39 0 513 3 516 8 824 0 832 1348 1387

09:00 10:00 5 0 12 17 0 0 0 0 17 0 448 1 449 7 531 0 538 987 1004

11:30 12:30 3 0 8 11 0 0 0 0 11 0 454 1 455 7 472 0 479 934 945

12:30 13:30 5 0 9 14 0 0 0 0 14 0 445 3 448 22 435 0 457 905 919

15:00 16:00 1 0 12 13 0 0 0 0 13 0 674 5 679 33 681 0 714 1393 1406

16:00 17:00 6 0 14 20 0 0 0 0 20 0 893 3 896 40 688 0 728 1624 1644

17:00 18:00 4 0 21 25 0 0 0 0 25 0 859 4 863 33 611 0 644 1507 1532

Sub Total 60 0 135 195 0 0 0 0 195 0 4810 21 4831 160 4896 0 5056 9887 10082 U Turns 0 0 0 0 3 3 3 Total 60 0 135 195 0 0 0 0 195 0 4810 21 4831 160 4896 0 5059 9890 10085

EQ 12Hr 83 0 188 271 0 0 0 0 271 0 6686 29 6715 222 6805 0 7032 13747 14018 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 83 0 188 271 0 0 0 0 271 0 6686 29 6715 222 6805 0 7032 13747 14018 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. 1.00

AVG 24Hr 109 0 246 355 0 0 0 0 355 0 8759 38 8797 291 8915 0 9212 18009 18364 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2016-Mar-04 Page 1 of 1

Appendix B Synchro Worksheets

Appendix B-1 Existing Conditions

Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 2 2 112 2 110 0 1059 152 40 510 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 0.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 0 1 1 1 1 Taper Length (m) 0.0 0.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.934 0.850 0.850 Flt Protected 0.976 0.950 Satd. Flow (prot) 0 1784 1517 0 1651 0 1784 1767 1532 1647 1611 1517 Flt Permitted 0.841 0.048 Satd. Flow (perm) 0 1784 1517 0 1422 0 1784 1767 1532 83 1611 1517 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 31 38 62 33 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Adj. Flow (vph) 0 2 2 130 2 128 0 1231 177 47 593 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0220260001231 177 47 593 6 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 Number of Detectors 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 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 6.1 1.8 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 NA Perm Perm NA Perm NA Perm Perm NA Perm Protected Phases 4826 Permitted Phases 4 4 8 2 2 6 6

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 44488 222666 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.4 32.4 32.4 30.4 30.4 30.4 Total Split (s) 35.0 35.0 35.0 35.0 35.0 85.0 85.0 85.0 85.0 85.0 85.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 29.2% 70.8% 70.8% 70.8% 70.8% 70.8% 70.8% Maximum Green (s) 28.4 28.4 28.4 28.4 28.4 78.6 78.6 78.6 78.6 78.6 78.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 4.6 4.6 4.6 4.6 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 00000 000000 Act Effct Green (s) 23.4 23.4 23.4 83.6 83.6 83.6 83.6 83.6 Actuated g/C Ratio 0.20 0.20 0.20 0.70 0.70 0.70 0.70 0.70 v/c Ratio 0.01 0.01 0.85 1.00 0.16 0.82 0.53 0.01 Control Delay 35.5 0.0 63.1 45.7 5.0 101.5 11.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.5 0.0 63.1 45.7 5.0 101.5 11.7 0.0 LOS D A E D A F B A Approach Delay 17.8 63.1 40.6 18.1 Approach LOS B E D B Queue Length 50th (m) 0.4 0.0 50.7 ~284.6 8.3 7.2 62.7 0.0 Queue Length 95th (m) 2.4 0.0 73.6 #368.1 16.5 #20.0 92.2 0.0 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 30.0 100.0 30.0 Base Capacity (vph) 422 382 365 1231 1086 57 1122 1067 Starvation Cap Reductn 0 0 0 00000 Spillback Cap Reductn 0 0 0 00000 Storage Cap Reductn 0 0 0 00000 Reduced v/c Ratio 0.00 0.01 0.71 1.00 0.16 0.82 0.53 0.01 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 105 (88%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 36.8 Intersection LOS: D Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite.

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing AM Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 2 2 112 2 110 0 1059 152 40 510 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.93 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.98 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1784 1517 1649 1767 1532 1647 1611 1517 Flt Permitted 1.00 1.00 0.84 1.00 1.00 0.05 1.00 1.00 Satd. Flow (perm) 1784 1517 1422 1767 1532 83 1611 1517 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 0 2 2 130 2 128 0 1231 177 47 593 6 RTOR Reduction (vph) 00203100019002 Lane Group Flow (vph) 0200229001231 158 47 593 4 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Turn Type NA Perm Perm NA Perm NA Perm Perm NA Perm Protected Phases 4826 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G (s) 23.4 23.4 23.4 83.6 83.6 83.6 83.6 83.6 Effective Green, g (s) 23.4 23.4 23.4 83.6 83.6 83.6 83.6 83.6 Actuated g/C Ratio 0.19 0.19 0.19 0.70 0.70 0.70 0.70 0.70 Clearance Time (s) 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 347 295 277 1231 1067 57 1122 1056 v/s Ratio Prot 0.00 c0.70 0.37 v/s Ratio Perm 0.00 c0.16 0.10 0.57 0.00 v/c Ratio 0.01 0.00 0.83 1.00 0.15 0.82 0.53 0.00 Uniform Delay, d1 38.9 38.9 46.4 18.2 6.2 13.0 8.7 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 18.1 25.7 0.3 75.7 1.8 0.0 Delay (s) 38.9 38.9 64.4 43.9 6.4 88.7 10.5 5.5 Level of Service D D E D A F B A Approach Delay (s) 38.9 64.4 39.1 16.2 Approach LOS D E D B Intersection Summary HCM 2000 Control Delay 35.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 52 477 95 9 755 72 344 52 28 59 16 111 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 0.0 100.0 0.0 75.0 0.0 35.0 0.0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.987 0.947 0.869 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1631 1613 0 1695 1737 0 1601 1565 0 1616 1528 0 Flt Permitted 0.080 0.281 0.671 0.702 Satd. Flow (perm) 137 1613 0 501 1737 0 1131 1565 0 1194 1528 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 7 30 118 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Adj. Flow (vph) 55 507 101 10 803 77 366 55 30 63 17 118 Shared Lane Traffic (%) Lane Group Flow (vph) 55 608 0 10 880 0 366 85 0 63 135 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 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 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2684 Permitted Phases 2684

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 56.4 56.4 56.4 56.4 23.8 23.8 23.8 23.8 Total Split (s) 56.4 56.4 56.4 56.4 40.8 40.8 40.8 40.8 Total Split (%) 58.0% 58.0% 58.0% 58.0% 42.0% 42.0% 42.0% 42.0% Maximum Green (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.36 0.36 0.36 0.36 v/c Ratio 0.79 0.73 0.04 0.98 0.90 0.15 0.15 0.22 Control Delay 87.1 24.1 12.3 50.5 56.7 15.1 22.3 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.1 24.1 12.3 50.5 56.7 15.1 22.3 6.4 LOS F C B D E B C A Approach Delay 29.3 50.1 48.8 11.4 Approach LOS C D D B Queue Length 50th (m) 8.0 82.5 0.9 153.8 64.3 6.8 7.9 2.0 Queue Length 95th (m) #31.8 125.2 3.6 #241.0 #117.5 16.7 17.0 13.8 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 70 837 257 896 407 582 429 625 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.73 0.04 0.98 0.90 0.15 0.15 0.22 Intersection Summary Area Type: Other Cycle Length: 97.2 Actuated Cycle Length: 97.2 Natural Cycle: 85 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.98 Intersection Signal Delay: 40.1 Intersection LOS: D Intersection Capacity Utilization 89.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing AM Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 52 477 95 9 755 72 344 52 28 59 16 111 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.95 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1631 1614 1695 1736 1601 1565 1616 1528 Flt Permitted 0.08 1.00 0.28 1.00 0.67 1.00 0.70 1.00 Satd. Flow (perm) 137 1614 501 1736 1130 1565 1194 1528 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 55 507 101 10 803 77 366 55 30 63 17 118 RTOR Reduction (vph) 07003001900760 Lane Group Flow (vph) 55 601 0 10 877 0 366 66 0 63 59 0 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2684 Permitted Phases 2684 Actuated Green, G (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Effective Green, g (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.36 0.36 0.36 0.36 Clearance Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 70 830 257 893 406 563 429 550 v/s Ratio Prot 0.37 c0.50 0.04 0.04 v/s Ratio Perm 0.40 0.02 c0.32 0.05 v/c Ratio 0.79 0.72 0.04 0.98 0.90 0.12 0.15 0.11 Uniform Delay, d1 19.2 18.3 11.7 23.1 29.5 20.8 21.0 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 42.6 3.1 0.1 25.5 25.7 0.4 0.7 0.4 Delay (s) 61.9 21.4 11.8 48.7 55.2 21.2 21.7 21.1 Level of Service E C B D E C C C Approach Delay (s) 24.8 48.3 48.8 21.3 Approach LOS CDDC Intersection Summary HCM 2000 Control Delay 38.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 97.2 Sum of lost time (s) 12.2 Intersection Capacity Utilization 89.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 4: Strandherd Drive & Frasier Fields Way 2016 Existing AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 10 564 848 15 30 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.919 Flt Protected 0.999 0.980 Satd. Flow (prot) 0 1783 1781 0 1607 0 Flt Permitted 0.999 0.980 Satd. Flow (perm) 0 1783 1781 0 1607 0 Link Speed (k/h) 60 60 60 Link Distance (m) 298.4 424.0 208.4 Travel Time (s) 17.9 25.4 12.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 613 922 16 33 49 Shared Lane Traffic (%) Lane Group Flow (vph) 0 624 938 0 82 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 0.0 0.0 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 1 HCM Unsignalized Intersection Capacity Analysis Clarke Fields CTS 4: Strandherd Drive & Frasier Fields Way 2016 Existing AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 10 564 848 15 30 45 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 613 922 16 33 49 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 938 1565 930 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 938 1565 930 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 73 85 cM capacity (veh/h) 730 121 324 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 624 938 82 Volume Left 11 0 33 Volume Right 0 16 49 cSH 730 1700 194 Volume to Capacity 0.01 0.55 0.42 Queue Length 95th (m) 0.3 0.0 14.6 Control Delay (s) 0.4 0.0 36.5 Lane LOS A E Approach Delay (s) 0.4 0.0 36.5 Approach LOS E Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 553 3 6 829 19 24 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.98 Frt 0.999 0.925 Flt Protected 0.950 0.978 Satd. Flow (prot) 1684 0 1695 1733 1511 0 Flt Permitted 0.433 0.978 Satd. Flow (perm) 1684 0 771 1733 1511 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 25 Link Speed (k/h) 60 60 60 Link Distance (m) 722.4 161.4 103.7 Travel Time (s) 43.3 9.7 6.2 Confl. Peds. (#/hr) 3 3 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Adj. Flow (vph) 582 3 6 873 20 25 Shared Lane Traffic (%) Lane Group Flow (vph) 585 0 6 873 45 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing AM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Maximum Green (s) 64.0 64.0 64.0 24.2 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 87.9 87.9 87.9 7.2 Actuated g/C Ratio 0.88 0.88 0.88 0.07 v/c Ratio 0.40 0.01 0.57 0.34 Control Delay 3.2 2.2 4.9 31.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 2.2 4.9 31.5 LOS A A A C Approach Delay 3.2 4.9 31.5 Approach LOS A A C Queue Length 50th (m) 23.9 0.2 46.9 3.7 Queue Length 95th (m) 44.8 1.0 90.0 14.0 Internal Link Dist (m) 698.4 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1480 677 1523 384 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.40 0.01 0.57 0.12 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 5.1 Intersection LOS: A Intersection Capacity Utilization 60.8% ICU Level of Service B

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing AM Analysis Period (min) 15

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 553 3 6 829 19 24 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.93 Flt Protected 1.00 0.95 1.00 0.98 Satd. Flow (prot) 1684 1689 1733 1512 Flt Permitted 1.00 0.43 1.00 0.98 Satd. Flow (perm) 1684 770 1733 1512 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 582 3 6 873 20 25 RTOR Reduction (vph) 0000240 Lane Group Flow (vph) 585 0 6 873 21 0 Confl. Peds. (#/hr) 3 3 4 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 83.2 83.2 83.2 5.0 Effective Green, g (s) 83.2 83.2 83.2 5.0 Actuated g/C Ratio 0.83 0.83 0.83 0.05 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1401 640 1441 75 v/s Ratio Prot 0.35 c0.50 c0.01 v/s Ratio Perm 0.01 v/c Ratio 0.42 0.01 0.61 0.28 Uniform Delay, d1 2.2 1.4 2.8 45.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.0 1.9 2.1 Delay (s) 3.1 1.4 4.7 47.8 Level of Service A A A D Approach Delay (s) 3.1 4.7 47.8 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 5.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 433 21 87 540 257 72 60 55 290 79 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 0.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 0.99 0.98 1.00 0.99 Frt 0.993 0.952 0.850 0.970 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3167 0 1695 3086 0 1679 1767 1394 1729 1737 0 Flt Permitted 0.283 0.415 0.689 0.456 Satd. Flow (perm) 479 3167 0 736 3086 0 1206 1767 1368 826 1737 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 81 146 12 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 32 461 22 93 574 273 77 64 59 309 84 21 Shared Lane Traffic (%) Lane Group Flow (vph) 32 483 0 93 847 0 77 64 59 309 105 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 1 2 12112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 88874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 13.0 56.0 13.0 56.0 29.0 29.0 29.0 22.0 51.0 Total Split (%) 10.8% 46.7% 10.8% 46.7% 24.2% 24.2% 24.2% 18.3% 42.5% Maximum Green (s) 6.9 49.9 6.9 49.9 23.0 23.0 23.0 15.1 44.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max None None None None None Walk Time (s) 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 65.0 58.5 70.7 65.0 13.0 13.0 13.0 34.1 34.1 Actuated g/C Ratio 0.54 0.49 0.59 0.54 0.11 0.11 0.11 0.28 0.28 v/c Ratio 0.10 0.31 0.19 0.50 0.59 0.34 0.21 0.89 0.21 Control Delay 11.8 20.1 27.1 41.6 68.3 52.6 1.7 65.3 28.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.8 20.1 27.1 41.6 68.3 52.6 1.7 65.3 28.7 LOS BC CD EDAEC Approach Delay 19.6 40.1 43.7 56.1 Approach LOS B D D E Queue Length 50th (m) 2.8 34.6 19.6 94.7 17.5 14.2 0.0 63.4 16.6 Queue Length 95th (m) 7.8 53.6 m29.9 116.0 31.8 26.3 0.0 #96.0 28.5 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 329 1546 501 1709 231 338 380 348 645 Starvation Cap Reductn 0 0 0 0 00000 Spillback Cap Reductn 0 0 0 0 00000 Storage Cap Reductn 0 0 0 0 00000 Reduced v/c Ratio 0.10 0.31 0.19 0.50 0.33 0.19 0.16 0.89 0.16 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 38.6 Intersection LOS: D Intersection Capacity Utilization 69.6% ICU Level of Service C

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 14 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing AM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 15 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 433 21 87 540 257 72 60 55 290 79 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1614 3167 1691 3085 1664 1767 1368 1725 1737 Flt Permitted 0.28 1.00 0.42 1.00 0.69 1.00 1.00 0.46 1.00 Satd. Flow (perm) 481 3167 739 3085 1207 1767 1368 827 1737 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 32 461 22 93 574 273 77 64 59 309 84 21 RTOR Reduction (vph) 03003900053090 Lane Group Flow (vph) 32 480 0 93 808 0 77 64 6 309 96 0 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Actuated Green, G (s) 62.8 58.5 70.8 62.5 13.0 13.0 13.0 34.1 34.1 Effective Green, g (s) 62.8 58.5 70.8 62.5 13.0 13.0 13.0 34.1 34.1 Actuated g/C Ratio 0.52 0.49 0.59 0.52 0.11 0.11 0.11 0.28 0.28 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 292 1543 501 1606 130 191 148 348 493 v/s Ratio Prot 0.00 0.15 c0.01 c0.26 0.04 c0.11 0.06 v/s Ratio Perm 0.05 0.10 0.06 0.00 c0.14 v/c Ratio 0.11 0.31 0.19 0.50 0.59 0.34 0.04 0.89 0.20 Uniform Delay, d1 14.3 18.6 11.0 18.7 51.0 49.5 47.9 39.1 32.6 Progression Factor 1.00 1.00 2.43 2.35 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.1 0.8 7.1 1.0 0.1 22.8 0.2 Delay (s) 14.4 19.1 26.7 44.7 58.0 50.5 48.0 61.9 32.7 Level of Service B B C D E D D E C Approach Delay (s) 18.8 42.9 52.7 54.5 Approach LOS B D D D Intersection Summary HCM 2000 Control Delay 40.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 165 606 166 77 729 217 271 491 70 173 186 101 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.98 1.00 0.97 1.00 1.00 0.99 0.99 Frt 0.850 0.850 0.981 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3262 1345 1601 3357 1517 3195 3249 0 3321 3232 1459 Flt Permitted 0.184 0.267 0.950 0.950 Satd. Flow (perm) 328 3262 1324 449 3357 1475 3184 3249 0 3293 3232 1438 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 169 180 12 149 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Adj. Flow (vph) 168 618 169 79 744 221 277 501 71 177 190 103 Shared Lane Traffic (%) Lane Group Flow (vph) 168 618 169 79 744 221 277 572 0 177 190 103 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 19.0 41.0 41.0 19.0 41.0 41.0 24.0 36.0 24.0 36.0 36.0 Total Split (%) 15.8% 34.2% 34.2% 15.8% 34.2% 34.2% 20.0% 30.0% 20.0% 30.0% 30.0% Maximum Green (s) 12.4 34.5 34.5 12.4 34.5 34.5 17.7 29.5 17.7 29.5 29.5 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 56.1 34.5 34.5 56.1 34.5 34.5 15.2 26.2 11.7 22.8 22.8 Actuated g/C Ratio 0.47 0.29 0.29 0.47 0.29 0.29 0.13 0.22 0.10 0.19 0.19 v/c Ratio 0.42 0.66 0.34 0.19 0.77 0.40 0.69 0.80 0.55 0.31 0.26 Control Delay 24.7 38.6 6.8 17.9 45.5 10.3 59.0 51.8 57.7 42.2 3.3 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 24.7 38.6 6.8 17.9 45.5 10.3 59.0 51.8 57.7 42.2 3.3 LOS CDABDBED EDA Approach Delay 30.5 36.0 54.2 39.5 Approach LOS CDDD Queue Length 50th (m) 20.9 73.0 5.6 9.1 84.4 7.1 32.4 65.8 20.8 20.4 0.0 Queue Length 95th (m) m37.2 m77.4 m8.8 20.1 107.1 27.1 45.7 80.7 31.2 29.1 4.7 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 400 937 501 417 965 552 471 822 489 794 465 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 0.42 0.66 0.34 0.19 0.77 0.40 0.59 0.70 0.36 0.24 0.22 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 94 (78%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 39.6 Intersection LOS: D Intersection Capacity Utilization 74.5% ICU Level of Service D

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 18 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing AM Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 19 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 165 606 166 77 729 217 271 491 70 173 186 101 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1695 3262 1324 1600 3357 1475 3195 3250 3321 3232 1438 Flt Permitted 0.18 1.00 1.00 0.27 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 327 3262 1324 450 3357 1475 3195 3250 3321 3232 1438 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 168 618 169 79 744 221 277 501 71 177 190 103 RTOR Reduction (vph) 0 0 121 0 0 128 0900083 Lane Group Flow (vph) 168 618 48 79 744 93 277 563 0 177 190 20 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 56.1 34.4 34.4 56.1 34.4 34.4 15.2 26.3 11.7 22.8 22.8 Effective Green, g (s) 56.1 34.4 34.4 56.1 34.4 34.4 15.2 26.3 11.7 22.8 22.8 Actuated g/C Ratio 0.47 0.29 0.29 0.47 0.29 0.29 0.13 0.22 0.10 0.19 0.19 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 400 935 379 418 962 422 404 712 323 614 273 v/s Ratio Prot c0.08 0.19 0.03 c0.22 c0.09 c0.17 0.05 0.06 v/s Ratio Perm 0.12 0.04 0.05 0.06 0.01 v/c Ratio 0.42 0.66 0.13 0.19 0.77 0.22 0.69 0.79 0.55 0.31 0.07 Uniform Delay, d1 20.6 37.7 31.7 18.6 39.2 32.6 50.1 44.2 51.6 41.8 39.9 Progression Factor 1.23 0.93 1.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 3.3 0.6 1.0 6.0 1.2 4.8 6.0 1.9 0.3 0.1 Delay (s) 28.3 38.3 33.9 19.6 45.3 33.8 54.9 50.2 53.5 42.1 40.0 Level of Service C D C B DCDD DDD Approach Delay (s) 35.8 40.9 51.7 46.0 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2016 Existing AM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 1 209 3 67 0 612 150 160 1033 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 0.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 0 1 1 1 1 Taper Length (m) 0.0 0.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 Frt 0.850 0.967 0.850 Flt Protected 0.964 0.950 Satd. Flow (prot) 0 1784 1517 0 1663 0 1784 1655 1547 1729 1802 1784 Flt Permitted 0.780 0.321 Satd. Flow (perm) 0 1784 1517 0 1346 0 1784 1655 1508 583 1802 1784 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 113 12 105 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Confl. Peds. (#/hr) 22 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Adj. Flow (vph) 0 0 1 227 3 73 0 665 163 174 1123 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0010303006651631741123 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 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 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 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 6.1 1.8 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 Perm Perm NA Perm NA Perm Perm NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 4826 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 44488 222666 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.4 32.4 32.4 30.4 30.4 30.4 Total Split (s) 35.0 35.0 35.0 35.0 35.0 85.0 85.0 85.0 85.0 85.0 85.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 29.2% 70.8% 70.8% 70.8% 70.8% 70.8% 70.8% Maximum Green (s) 28.4 28.4 28.4 28.4 28.4 78.6 78.6 78.6 78.6 78.6 78.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 4.6 4.6 4.6 4.6 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 00000 000000 Act Effct Green (s) 27.7 27.7 79.3 79.3 79.3 79.3 Actuated g/C Ratio 0.23 0.23 0.66 0.66 0.66 0.66 v/c Ratio 0.00 0.95 0.61 0.16 0.45 0.94 Control Delay 0.0 83.2 14.7 3.4 14.7 35.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 83.2 14.7 3.4 14.7 35.3 LOS A F B A B D Approach Delay 83.2 12.5 32.5 Approach LOS F B C Queue Length 50th (m) 0.0 67.7 83.2 4.5 18.6 223.0 Queue Length 95th (m) 0.0 #121.0 117.6 12.0 36.1 #339.5 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 30.0 100.0 Base Capacity (vph) 445 327 1094 1032 385 1191 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.00 0.93 0.61 0.16 0.45 0.94 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 14 (12%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 32.0 Intersection LOS: C Intersection Capacity Utilization 93.8% ICU Level of Service F

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing PM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2016 Existing PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 1 209 3 67 0 612 150 160 1033 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.85 0.97 1.00 0.85 1.00 1.00 Flt Protected 1.00 0.96 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1517 1664 1655 1508 1727 1802 Flt Permitted 1.00 0.78 1.00 1.00 0.32 1.00 Satd. Flow (perm) 1517 1346 1655 1508 584 1802 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 Adj. Flow (vph) 0 0 1 227 3 73 0 665 163 174 1123 0 RTOR Reduction (vph) 0010900036000 Lane Group Flow (vph) 0000294006651271741123 0 Confl. Peds. (#/hr) 22 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Turn Type Perm Perm NA Perm NA Perm Perm NA Perm Protected Phases 4826 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G (s) 27.7 27.7 79.3 79.3 79.3 79.3 Effective Green, g (s) 27.7 27.7 79.3 79.3 79.3 79.3 Actuated g/C Ratio 0.23 0.23 0.66 0.66 0.66 0.66 Clearance Time (s) 6.6 6.6 6.4 6.4 6.4 6.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 350 310 1093 996 385 1190 v/s Ratio Prot 0.40 c0.62 v/s Ratio Perm 0.00 c0.22 0.08 0.30 v/c Ratio 0.00 0.95 0.61 0.13 0.45 0.94 Uniform Delay, d1 35.5 45.4 11.5 7.5 9.8 18.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 37.0 2.5 0.3 3.8 15.7 Delay (s) 35.5 82.4 14.1 7.8 13.6 34.0 Level of Service D F B A B C Approach Delay (s) 35.5 82.4 12.8 31.3 Approach LOS D F B C Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 130 808 305 18 566 80 129 39 14 94 23 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 0.0 100.0 0.0 75.0 0.0 35.0 0.0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.981 0.961 0.887 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1712 1733 0 1729 1748 0 1712 1749 0 1586 1602 0 Flt Permitted 0.241 0.080 0.697 0.722 Satd. Flow (perm) 434 1733 0 146 1748 0 1256 1749 0 1206 1602 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 11 14 69 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Adj. Flow (vph) 133 824 311 18 578 82 132 40 14 96 23 69 Shared Lane Traffic (%) Lane Group Flow (vph) 133 1135 0 18 660 0 132 54 0 96 92 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 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 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2684 Permitted Phases 2684

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 56.4 56.4 56.4 56.4 23.8 23.8 23.8 23.8 Total Split (s) 56.4 56.4 56.4 56.4 40.8 40.8 40.8 40.8 Total Split (%) 58.0% 58.0% 58.0% 58.0% 42.0% 42.0% 42.0% 42.0% Maximum Green (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Yellow Time (s) 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.36 0.36 0.36 0.36 v/c Ratio 0.60 1.25 0.24 0.73 0.29 0.08 0.22 0.15 Control Delay 30.2 147.7 23.1 23.9 24.5 16.7 23.4 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 147.7 23.1 23.9 24.5 16.7 23.4 8.5 LOS CF CC CB CA Approach Delay 135.4 23.9 22.2 16.1 Approach LOS F C C B Queue Length 50th (m) 16.7 ~267.6 1.8 90.5 17.5 4.9 12.4 2.8 Queue Length 95th (m) 40.0 #344.0 7.4 134.0 32.0 12.7 24.3 12.7 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 75.0 35.0 Base Capacity (vph) 223 905 75 904 452 638 434 621 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 1.25 0.24 0.73 0.29 0.08 0.22 0.15 Intersection Summary Area Type: Other Cycle Length: 97.2 Actuated Cycle Length: 97.2 Natural Cycle: 85 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.25 Intersection Signal Delay: 84.1 Intersection LOS: F Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing PM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2016 Existing PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 130 808 305 18 566 80 129 39 14 94 23 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.98 1.00 0.96 1.00 0.89 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1712 1733 1729 1749 1712 1749 1586 1603 Flt Permitted 0.24 1.00 0.08 1.00 0.70 1.00 0.72 1.00 Satd. Flow (perm) 434 1733 146 1749 1257 1749 1205 1603 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 133 824 311 18 578 82 132 40 14 96 23 69 RTOR Reduction (vph) 0 14 00500900440 Lane Group Flow (vph) 133 1121 0 18 655 0 132 45 0 96 48 0 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2684 Permitted Phases 2684 Actuated Green, G (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Effective Green, g (s) 50.0 50.0 50.0 50.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.36 0.36 0.36 0.36 Clearance Time (s) 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 223 891 75 899 452 629 433 577 v/s Ratio Prot c0.65 0.37 0.03 0.03 v/s Ratio Perm 0.31 0.12 c0.11 0.08 v/c Ratio 0.60 1.26 0.24 0.73 0.29 0.07 0.22 0.08 Uniform Delay, d1 16.5 23.6 13.1 18.3 22.2 20.4 21.6 20.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 125.3 1.7 3.0 1.6 0.2 1.2 0.3 Delay (s) 20.8 148.9 14.7 21.3 23.9 20.6 22.8 20.8 Level of Service C F B C C C C C Approach Delay (s) 135.4 21.1 22.9 21.8 Approach LOS F C C C Intersection Summary HCM 2000 Control Delay 83.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 97.2 Sum of lost time (s) 12.2 Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 4: Strandherd Drive & Frasier Fields Way 2016 Existing PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 45 916 703 34 26 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.941 Flt Protected 0.998 0.973 Satd. Flow (prot) 0 1781 1774 0 1634 0 Flt Permitted 0.998 0.973 Satd. Flow (perm) 0 1781 1774 0 1634 0 Link Speed (k/h) 60 60 60 Link Distance (m) 299.8 422.6 168.0 Travel Time (s) 18.0 25.4 10.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 49 996 764 37 28 22 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1045 801 0 50 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 0.0 0.0 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 99.6% ICU Level of Service F Analysis Period (min) 15

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 1 HCM Unsignalized Intersection Capacity Analysis Clarke Fields CTS 4: Strandherd Drive & Frasier Fields Way 2016 Existing PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 45 916 703 34 26 20 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 49 996 764 37 28 22 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 801 1876 783 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 801 1876 783 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 94 62 94 cM capacity (veh/h) 822 74 394 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 1045 801 50 Volume Left 49 0 28 Volume Right 0 37 22 cSH 822 1700 114 Volume to Capacity 0.06 0.47 0.44 Queue Length 95th (m) 1.4 0.0 14.3 Control Delay (s) 1.8 0.0 58.9 Lane LOS A F Approach Delay (s) 1.8 0.0 58.9 Approach LOS F Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 99.6% ICU Level of Service F Analysis Period (min) 15

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 941 4 38 695 8 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.999 0.914 Flt Protected 0.950 0.982 Satd. Flow (prot) 1782 0 1729 1767 1578 0 Flt Permitted 0.255 0.982 Satd. Flow (perm) 1782 0 464 1767 1577 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 16 Link Speed (k/h) 60 60 60 Link Distance (m) 722.4 161.4 103.7 Travel Time (s) 43.3 9.7 6.2 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Adj. Flow (vph) 1001 4 40 739 9 16 Shared Lane Traffic (%) Lane Group Flow (vph) 1005 0 40 739 25 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing PM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 70.0 70.0 70.0 30.0 Total Split (%) 70.0% 70.0% 70.0% 30.0% Maximum Green (s) 64.0 64.0 64.0 24.2 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 92.2 92.2 92.2 6.5 Actuated g/C Ratio 0.92 0.92 0.92 0.06 v/c Ratio 0.61 0.09 0.45 0.21 Control Delay 4.4 2.1 2.8 29.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 4.4 2.1 2.8 29.8 LOS A A A C Approach Delay 4.4 2.7 29.8 Approach LOS A A C Queue Length 50th (m) 0.0 0.0 0.0 1.7 Queue Length 95th (m) 106.5 3.5 56.0 9.5 Internal Link Dist (m) 698.4 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 1643 428 1629 394 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.61 0.09 0.45 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 60 (60%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 4.1 Intersection LOS: A Intersection Capacity Utilization 66.1% ICU Level of Service C

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing PM Analysis Period (min) 15

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2016 Existing PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 941 4 38 695 8 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.91 Flt Protected 1.00 0.95 1.00 0.98 Satd. Flow (prot) 1783 1728 1767 1578 Flt Permitted 1.00 0.25 1.00 0.98 Satd. Flow (perm) 1783 463 1767 1578 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 1001 4 40 739 9 16 RTOR Reduction (vph) 0000160 Lane Group Flow (vph) 1005 0 40 739 9 0 Confl. Peds. (#/hr) 1 1 1 1 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 85.1 85.1 85.1 3.1 Effective Green, g (s) 85.1 85.1 85.1 3.1 Actuated g/C Ratio 0.85 0.85 0.85 0.03 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1517 394 1503 48 v/s Ratio Prot c0.56 0.42 c0.01 v/s Ratio Perm 0.09 v/c Ratio 0.66 0.10 0.49 0.20 Uniform Delay, d1 2.5 1.2 1.9 47.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.5 1.2 2.0 Delay (s) 4.8 1.7 3.1 49.3 Level of Service A A A D Approach Delay (s) 4.8 3.0 49.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 749 64 180 639 406 90 150 125 337 163 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 0.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 1.00 1.00 0.98 0.96 0.97 1.00 0.99 Frt 0.988 0.942 0.850 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1647 3343 0 1729 3114 0 1729 1820 1517 1712 1746 0 Flt Permitted 0.199 0.202 0.620 0.325 Satd. Flow (perm) 342 3343 0 366 3114 0 1088 1820 1470 583 1746 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 139 146 13 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 4 797 68 191 680 432 96 160 133 359 173 48 Shared Lane Traffic (%) Lane Group Flow (vph) 4 865 0 191 1112 0 96 160 133 359 221 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 1 2 12112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 88874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 16.0 53.0 16.0 53.0 29.0 29.0 29.0 22.0 51.0 Total Split (%) 13.3% 44.2% 13.3% 44.2% 24.2% 24.2% 24.2% 18.3% 42.5% Maximum Green (s) 9.9 46.9 9.9 46.9 23.0 23.0 23.0 15.1 44.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max None None None None None Walk Time (s) 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 58.7 53.0 69.6 67.5 15.9 15.9 15.9 37.0 37.0 Actuated g/C Ratio 0.49 0.44 0.58 0.56 0.13 0.13 0.13 0.31 0.31 v/c Ratio 0.02 0.58 0.57 0.61 0.67 0.66 0.41 1.11 0.40 Control Delay 13.2 27.9 35.9 41.0 70.4 62.1 9.5 120.5 32.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 27.9 35.9 41.0 70.4 62.1 9.5 120.5 32.3 LOS B C D D E E A F C Approach Delay 27.8 40.3 46.2 86.9 Approach LOS C D D F Queue Length 50th (m) 0.4 79.2 42.4 132.0 21.8 36.4 0.0 ~85.1 38.6 Queue Length 95th (m) 2.2 107.9 m55.0 156.7 37.9 55.4 13.6 #112.4 55.8 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 286 1482 339 1812 208 348 399 322 649 Starvation Cap Reductn 0 0 0 0 00000 Spillback Cap Reductn 0 0 0 0 00000 Storage Cap Reductn 0 0 0 0 00000 Reduced v/c Ratio 0.01 0.58 0.56 0.61 0.46 0.46 0.33 1.11 0.34 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 46.2 Intersection LOS: D

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 14 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 15 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 749 64 180 639 406 90 150 125 337 163 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1645 3344 1728 3115 1676 1820 1465 1710 1746 Flt Permitted 0.20 1.00 0.20 1.00 0.62 1.00 1.00 0.32 1.00 Satd. Flow (perm) 344 3344 368 3115 1094 1820 1465 584 1746 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 4 797 68 191 680 432 96 160 133 359 173 48 RTOR Reduction (vph) 050066000115090 Lane Group Flow (vph) 4 860 0 191 1046 0 96 160 18 359 212 0 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Actuated Green, G (s) 54.3 53.1 70.0 62.7 15.9 15.9 15.9 37.0 37.0 Effective Green, g (s) 54.3 53.1 70.0 62.7 15.9 15.9 15.9 37.0 37.0 Actuated g/C Ratio 0.45 0.44 0.58 0.52 0.13 0.13 0.13 0.31 0.31 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 168 1479 337 1627 144 241 194 321 538 v/s Ratio Prot 0.00 0.26 c0.05 c0.34 0.09 c0.14 0.12 v/s Ratio Perm 0.01 0.28 0.09 0.01 c0.20 v/c Ratio 0.02 0.58 0.57 0.64 0.67 0.66 0.09 1.12 0.39 Uniform Delay, d1 18.6 25.1 14.9 20.6 49.5 49.5 45.7 38.5 32.7 Progression Factor 1.00 1.00 2.39 2.37 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.7 1.6 1.5 11.1 6.7 0.2 86.1 0.5 Delay (s) 18.7 26.8 37.1 50.4 60.6 56.2 45.9 124.5 33.2 Level of Service B C D D E E D F C Approach Delay (s) 26.7 48.4 53.8 89.7 Approach LOS C D D F Intersection Summary HCM 2000 Control Delay 50.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 193 856 227 204 763 237 245 375 83 312 552 176 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.97 1.00 0.97 0.99 0.99 0.98 0.98 Frt 0.850 0.850 0.973 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3202 1357 1695 3232 1517 3257 3202 0 3354 3458 1473 Flt Permitted 0.158 0.116 0.950 0.950 Satd. Flow (perm) 269 3202 1323 207 3232 1472 3226 3202 0 3296 3458 1445 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 234 188 21 149 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 199 882 234 210 787 244 253 387 86 322 569 181 Shared Lane Traffic (%) Lane Group Flow (vph) 199 882 234 210 787 244 253 473 0 322 569 181 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 18.0 41.0 41.0 18.0 41.0 41.0 24.0 37.0 24.0 37.0 37.0 Total Split (%) 15.0% 34.2% 34.2% 15.0% 34.2% 34.2% 20.0% 30.8% 20.0% 30.8% 30.8% Maximum Green (s) 11.4 34.5 34.5 11.4 34.5 34.5 17.7 30.5 17.7 30.5 30.5 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 53.9 34.5 34.5 53.9 34.5 34.5 14.4 24.2 15.9 25.7 25.7 Actuated g/C Ratio 0.45 0.29 0.29 0.45 0.29 0.29 0.12 0.20 0.13 0.21 0.21 v/c Ratio 0.59 0.96 0.43 0.63 0.85 0.44 0.65 0.71 0.73 0.77 0.42 Control Delay 39.4 51.8 4.3 36.0 50.2 11.7 58.2 48.5 59.9 51.5 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 51.8 4.3 36.0 50.2 11.7 58.2 48.5 59.9 51.5 12.4 LOS DDADDBED EDB Approach Delay 41.5 40.2 51.9 47.4 Approach LOS DDDD Queue Length 50th (m) 30.1 111.1 3.0 31.2 91.9 9.8 29.6 52.6 37.7 66.2 6.1 Queue Length 95th (m) m#55.1 m#127.1 m4.4 #82.1 #117.6 31.8 41.9 66.1 52.5 82.3 24.4 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 340 920 547 335 929 557 480 829 494 878 478 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 0.59 0.96 0.43 0.63 0.85 0.44 0.53 0.57 0.65 0.65 0.38 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 7 (6%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 44.3 Intersection LOS: D Intersection Capacity Utilization 83.4% ICU Level of Service E

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 18 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing PM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 19 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2016 Existing PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 193 856 227 204 763 237 245 375 83 312 552 176 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1616 3202 1323 1695 3232 1472 3257 3202 3354 3458 1445 Flt Permitted 0.16 1.00 1.00 0.12 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 269 3202 1323 207 3232 1472 3257 3202 3354 3458 1445 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 199 882 234 210 787 244 253 387 86 322 569 181 RTOR Reduction (vph) 0 0 167 0 0 134 0 17 0 0 0 117 Lane Group Flow (vph) 199 882 67 210 787 110 253 456 0 322 569 64 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 54.0 34.5 34.5 54.0 34.5 34.5 14.4 24.2 15.9 25.7 25.7 Effective Green, g (s) 54.0 34.5 34.5 54.0 34.5 34.5 14.4 24.2 15.9 25.7 25.7 Actuated g/C Ratio 0.45 0.29 0.29 0.45 0.29 0.29 0.12 0.20 0.13 0.21 0.21 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 339 920 380 334 929 423 390 645 444 740 309 v/s Ratio Prot 0.10 c0.28 c0.10 0.24 0.08 0.14 c0.10 c0.16 v/s Ratio Perm 0.17 0.05 0.18 0.07 0.04 v/c Ratio 0.59 0.96 0.18 0.63 0.85 0.26 0.65 0.71 0.73 0.77 0.21 Uniform Delay, d1 23.0 42.0 32.1 24.4 40.3 32.9 50.4 44.6 50.0 44.4 38.8 Progression Factor 1.65 0.81 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 16.9 0.7 8.7 9.4 1.5 3.7 3.5 5.8 4.8 0.3 Delay (s) 43.2 50.9 20.0 33.1 49.7 34.4 54.1 48.1 55.8 49.2 39.1 Level of Service DDCCDCDD EDD Approach Delay (s) 44.2 43.9 50.2 49.5 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 46.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM - Optimized

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 749 64 180 639 406 90 150 125 337 163 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 0.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.98 0.97 0.97 1.00 0.99 Frt 0.988 0.942 0.850 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1647 3343 0 1729 3114 0 1729 1820 1517 1712 1746 0 Flt Permitted 0.186 0.170 0.620 0.330 Satd. Flow (perm) 321 3343 0 308 3114 0 1094 1820 1470 592 1746 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 140 202 14 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 4 797 68 191 680 432 96 160 133 359 173 48 Shared Lane Traffic (%) Lane Group Flow (vph) 4 865 0 191 1112 0 96 160 133 359 221 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 1 2 12112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM - Optimized Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM - Optimized

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 88874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 10.1 43.6 20.0 53.5 29.0 29.0 29.0 27.4 56.4 Total Split (%) 8.4% 36.3% 16.7% 44.6% 24.2% 24.2% 24.2% 22.8% 47.0% Maximum Green (s) 4.0 37.5 13.9 47.4 23.0 23.0 23.0 20.5 49.5 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max None None None None None Walk Time (s) 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 51.2 45.9 64.3 62.3 16.2 16.2 16.2 42.7 42.7 Actuated g/C Ratio 0.43 0.38 0.54 0.52 0.14 0.14 0.14 0.36 0.36 v/c Ratio 0.02 0.67 0.62 0.66 0.65 0.65 0.36 0.89 0.35 Control Delay 16.5 35.1 33.7 38.0 68.4 61.0 3.4 57.1 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.5 35.1 33.7 38.0 68.4 61.0 3.4 57.1 27.4 LOS BD CD EEAEC Approach Delay 35.0 37.4 43.1 45.8 Approach LOS DDDD Queue Length 50th (m) 0.4 87.4 41.3 132.2 21.8 36.4 0.0 68.8 35.7 Queue Length 95th (m) 2.4 123.1 m55.5 156.8 37.6 54.9 2.1 #91.0 50.8 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 195 1284 333 1683 209 348 445 402 728 Starvation Cap Reductn 0 0 0 0 00000 Spillback Cap Reductn 0 0 0 0 00000 Storage Cap Reductn 0 0 0 0 00000 Reduced v/c Ratio 0.02 0.67 0.57 0.66 0.46 0.46 0.30 0.89 0.30 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 39.0 Intersection LOS: D

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM - Optimized Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM - Optimized Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM - Optimized Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2016 Existing PM - Optimized

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 749 64 180 639 406 90 150 125 337 163 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1645 3344 1728 3114 1676 1820 1465 1710 1747 Flt Permitted 0.19 1.00 0.17 1.00 0.62 1.00 1.00 0.33 1.00 Satd. Flow (perm) 322 3344 309 3114 1094 1820 1465 594 1747 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 4 797 68 191 680 432 96 160 133 359 173 48 RTOR Reduction (vph) 050073000115090 Lane Group Flow (vph) 4 860 0 191 1039 0 96 160 18 359 212 0 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 8 8 4 Actuated Green, G (s) 46.8 46.0 64.3 57.4 16.2 16.2 16.2 42.7 42.7 Effective Green, g (s) 46.8 46.0 64.3 57.4 16.2 16.2 16.2 42.7 42.7 Actuated g/C Ratio 0.39 0.38 0.54 0.48 0.13 0.13 0.13 0.36 0.36 Clearance Time (s) 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 134 1281 309 1489 147 245 197 402 621 v/s Ratio Prot 0.00 0.26 c0.06 c0.33 0.09 c0.15 0.12 v/s Ratio Perm 0.01 0.27 0.09 0.01 c0.17 v/c Ratio 0.03 0.67 0.62 0.70 0.65 0.65 0.09 0.89 0.34 Uniform Delay, d1 23.1 30.7 18.4 24.5 49.2 49.2 45.5 32.3 28.3 Progression Factor 1.00 1.00 1.71 1.84 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.8 2.7 2.0 10.0 6.1 0.2 21.3 0.3 Delay (s) 23.1 33.5 34.2 47.1 59.2 55.4 45.7 53.6 28.7 Level of Service C C C D E E D D C Approach Delay (s) 33.5 45.2 53.0 44.1 Approach LOS CDDD Intersection Summary HCM 2000 Control Delay 42.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2016 Existing PM - Optimized Synchro 8 Report MC Page 4

Appendix B-2 Future Background

Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 400 143 274 207 37 86 89 1339 149 179 2195 154 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 25.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (m) 0.0 25.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.964 0.959 0.950 0.950 Satd. Flow (prot) 0 1720 1517 0 1711 1517 1695 3144 1547 1729 3424 1517 Flt Permitted 0.557 0.200 0.084 0.082 Satd. Flow (perm) 0 994 1517 0 357 1517 150 3144 1508 149 3424 1517 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 85 78 69 69 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Confl. Peds. (#/hr) 22 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Adj. Flow (vph) 435 155 298 225 40 93 97 1455 162 195 2386 167 Shared Lane Traffic (%) Lane Group Flow (vph) 0 590 298 0 265 93 97 1455 162 195 2386 167 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 Number of Detectors 121120121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 0.0 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 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 0.0 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 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm pm+pt NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 444888522166 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.6 8.0 32.4 32.4 8.0 30.4 30.4 Total Split (s) 57.0 57.0 57.0 57.0 57.0 57.0 8.0 54.0 54.0 9.0 55.0 55.0 Total Split (%) 47.5% 47.5% 47.5% 47.5% 47.5% 47.5% 6.7% 45.0% 45.0% 7.5% 45.8% 45.8% Maximum Green (s) 50.4 50.4 50.4 50.4 50.4 50.4 4.0 47.6 47.6 5.0 48.6 48.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.5 4.6 4.6 3.5 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 0.5 1.8 1.8 0.5 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes 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 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 000000 00 00 Act Effct Green (s) 50.4 50.4 50.4 50.4 54.0 47.6 47.6 56.0 48.6 48.6 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.45 0.40 0.40 0.47 0.40 0.40 v/c Ratio 1.41 0.43 1.78 0.14 0.82 1.17 0.25 1.44 1.72 0.25 Control Delay 230.2 19.5 401.8 6.8 66.6 118.0 14.8 259.0 354.4 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 230.2 19.5 401.8 6.8 66.6 118.0 14.8 259.0 354.4 14.7 LOS FB FAEFBFFB Approach Delay 159.5 299.2 105.3 327.0 Approach LOS FFFF Queue Length 50th (m) ~186.8 34.3 ~93.1 2.0 12.0 ~214.4 13.9 ~46.8 ~436.5 14.5 Queue Length 95th (m) #254.4 58.1 #111.9 12.0 #33.7 #256.7 29.2 #93.7 #477.0 29.8 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 25.0 100.0 30.0 100.0 30.0 Base Capacity (vph) 417 686 149 682 119 1247 639 135 1386 655 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 1.41 0.43 1.78 0.14 0.82 1.17 0.25 1.44 1.72 0.25 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.78 Intersection Signal Delay: 232.6 Intersection LOS: F Intersection Capacity Utilization 134.4% ICU Level of Service H

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background PM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 400 143 274 207 37 86 89 1339 149 179 2195 154 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1721 1517 1712 1517 1695 3144 1508 1729 3424 1517 Flt Permitted 0.56 1.00 0.20 1.00 0.08 1.00 1.00 0.08 1.00 1.00 Satd. Flow (perm) 995 1517 357 1517 150 3144 1508 150 3424 1517 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 Adj. Flow (vph) 435 155 298 225 40 93 97 1455 162 195 2386 167 RTOR Reduction (vph) 0 0 49 0 0 45 0 0 42 0 0 41 Lane Group Flow (vph) 0 590 249 0 265 48 97 1455 120 195 2386 126 Confl. Peds. (#/hr) 22 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 50.4 50.4 50.4 50.4 51.6 47.6 47.6 53.6 48.6 48.6 Effective Green, g (s) 50.4 50.4 50.4 50.4 51.6 47.6 47.6 53.6 48.6 48.6 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.43 0.40 0.40 0.45 0.41 0.41 Clearance Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 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) 417 637 149 637 116 1247 598 132 1386 614 v/s Ratio Prot 0.03 0.46 c0.06 c0.70 v/s Ratio Perm 0.59 0.16 c0.74 0.03 0.33 0.08 0.60 0.08 v/c Ratio 1.41 0.39 1.78 0.07 0.84 1.17 0.20 1.48 1.72 0.21 Uniform Delay, d1 34.8 24.1 34.8 20.8 30.0 36.2 23.7 31.2 35.7 23.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 200.4 0.4 376.0 0.1 38.0 84.1 0.8 250.9 327.7 0.8 Delay (s) 235.2 24.5 410.8 20.9 68.1 120.3 24.5 282.1 363.4 23.9 Level of Service F C F C E F C F F C Approach Delay (s) 164.5 309.5 108.3 337.0 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 239.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.75 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 134.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 293 1917 466 18 1217 79 182 39 14 93 23 121 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 100.0 100.0 100.0 75.0 0.0 35.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.961 0.874 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1712 3424 1547 1729 3390 1502 1712 1749 0 1586 1577 0 Flt Permitted 0.088 0.076 0.611 0.722 Satd. Flow (perm) 159 3424 1547 138 3390 1502 1101 1749 0 1206 1577 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 476 84 13 123 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Adj. Flow (vph) 299 1956 476 18 1242 81 186 40 14 95 23 123 Shared Lane Traffic (%) Lane Group Flow (vph) 299 1956 476 18 1242 81 186 54 0 95 146 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012012 12 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 0.0 6.1 30.5 0.0 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 0.0 6.1 1.8 0.0 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2 2 6 6 8 4

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 52266688 44 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.4 56.4 56.4 56.4 56.4 56.4 23.8 23.8 23.8 23.8 Total Split (s) 27.2 87.9 87.9 60.7 60.7 60.7 32.1 32.1 32.1 32.1 Total Split (%) 22.7% 73.3% 73.3% 50.6% 50.6% 50.6% 26.8% 26.8% 26.8% 26.8% Maximum Green (s) 20.8 81.5 81.5 54.3 54.3 54.3 26.3 26.3 26.3 26.3 Yellow Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min Max Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 15.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0000000 00 Act Effct Green (s) 77.3 77.3 77.3 52.8 52.8 52.8 26.4 26.4 26.4 26.4 Actuated g/C Ratio 0.67 0.67 0.67 0.46 0.46 0.46 0.23 0.23 0.23 0.23 v/c Ratio 0.86 0.86 0.40 0.29 0.81 0.11 0.74 0.13 0.35 0.32 Control Delay 50.6 19.7 1.6 35.8 32.4 4.2 62.3 31.3 43.6 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 19.7 1.6 35.8 32.4 4.2 62.3 31.3 43.6 12.0 LOS DBADCAEC DB Approach Delay 20.0 30.8 55.3 24.5 Approach LOS B C E C Queue Length 50th (m) 46.6 164.8 0.0 2.6 130.0 0.0 41.5 7.8 19.1 4.3 Queue Length 95th (m) #88.4 201.2 9.8 9.9 159.0 8.2 #77.1 18.6 35.4 21.4 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 100.0 100.0 75.0 35.0 Base Capacity (vph) 386 2417 1232 65 1609 757 250 408 274 454 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.77 0.81 0.39 0.28 0.77 0.11 0.74 0.13 0.35 0.32 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 116 Natural Cycle: 95 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.86 Intersection Signal Delay: 25.3 Intersection LOS: C Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background PM Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 293 1917 466 18 1217 79 182 39 14 93 23 121 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 0.87 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1712 3424 1547 1729 3390 1502 1712 1749 1586 1577 Flt Permitted 0.09 1.00 1.00 0.08 1.00 1.00 0.61 1.00 0.72 1.00 Satd. Flow (perm) 159 3424 1547 138 3390 1502 1101 1749 1205 1577 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 299 1956 476 18 1242 81 186 40 14 95 23 123 RTOR Reduction (vph) 0 0 159 0 0 44 0 10 0 0 95 0 Lane Group Flow (vph) 299 1956 317 18 1242 37 186 44 0 95 51 0 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 77.3 77.3 77.3 52.8 52.8 52.8 26.4 26.4 26.4 26.4 Effective Green, g (s) 77.3 77.3 77.3 52.8 52.8 52.8 26.4 26.4 26.4 26.4 Actuated g/C Ratio 0.67 0.67 0.67 0.46 0.46 0.46 0.23 0.23 0.23 0.23 Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 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) 348 2283 1031 62 1544 684 250 398 274 359 v/s Ratio Prot 0.13 c0.57 0.37 0.03 0.03 v/s Ratio Perm c0.44 0.21 0.13 0.02 c0.17 0.08 v/c Ratio 0.86 0.86 0.31 0.29 0.80 0.05 0.74 0.11 0.35 0.14 Uniform Delay, d1 31.6 15.0 8.1 19.8 27.1 17.6 41.6 35.4 37.5 35.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.6 3.4 0.2 2.6 3.1 0.0 18.1 0.6 3.4 0.8 Delay (s) 50.2 18.4 8.3 22.4 30.3 17.6 59.7 36.0 41.0 36.5 Level of Service D B A C C B E D D D Approach Delay (s) 20.1 29.4 54.4 38.3 Approach LOS CCDD Intersection Summary HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 115.9 Sum of lost time (s) 18.6 Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 1554 470 10 865 34 436 10 10 26 10 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 75.0 75.0 75.0 75.0 75.0 0.0 75.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.925 0.900 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1650 0 1695 1606 0 Flt Permitted 0.231 0.063 0.736 0.743 Satd. Flow (perm) 412 3390 1517 112 3390 1517 1313 1650 0 1326 1606 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 395 37 11 22 Link Speed (k/h) 60 60 60 60 Link Distance (m) 301.2 421.2 341.1 172.6 Travel Time (s) 18.1 25.3 20.5 10.4 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 Adj. Flow (vph) 49 1689 511 11 940 37 474 11 11 28 11 22 Shared Lane Traffic (%) Lane Group Flow (vph) 49 1689 511 11 940 37 474 22 0 28 33 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12112112 12 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s) 69.0 69.0 69.0 69.0 69.0 69.0 51.0 51.0 51.0 51.0 Total Split (%) 57.5% 57.5% 57.5% 57.5% 57.5% 57.5% 42.5% 42.5% 42.5% 42.5% Maximum Green (s) 63.0 63.0 63.0 63.0 63.0 63.0 45.0 45.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 63.6 63.6 63.6 63.6 63.6 63.6 44.4 44.4 44.4 44.4 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.53 0.53 0.37 0.37 0.37 0.37 v/c Ratio 0.22 0.94 0.52 0.19 0.52 0.05 0.98 0.04 0.06 0.05 Control Delay 18.8 38.2 6.0 18.1 9.0 4.0 73.5 15.8 24.5 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.8 38.2 6.0 18.1 9.0 4.0 73.5 15.8 24.5 12.7 LOS BDABAAEB CB Approach Delay 30.4 8.9 71.0 18.1 Approach LOS C A E B Queue Length 50th (m) 6.0 190.7 13.5 0.5 26.2 0.1 108.1 1.6 4.2 1.6 Queue Length 95th (m) 14.4 #248.3 37.9 m4.4 67.1 3.1 #174.9 7.1 10.5 8.3 Internal Link Dist (m) 277.2 397.2 317.1 148.6 Turn Bay Length (m) 75.0 75.0 75.0 75.0 75.0 75.0 Base Capacity (vph) 218 1797 990 59 1797 822 492 625 497 616 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.22 0.94 0.52 0.19 0.52 0.05 0.96 0.04 0.06 0.05 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background PM m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 1554 470 10 865 34 436 10 10 26 10 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1650 1695 1606 Flt Permitted 0.23 1.00 1.00 0.06 1.00 1.00 0.74 1.00 0.74 1.00 Satd. Flow (perm) 412 3390 1517 112 3390 1517 1313 1650 1326 1606 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 Adj. Flow (vph) 49 1689 511 11 940 37 474 11 11 28 11 22 RTOR Reduction (vph) 0 0 186 0 0 17 0700140 Lane Group Flow (vph) 49 1689 325 11 940 20 474 15 0 28 19 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 63.6 63.6 63.6 63.6 63.6 63.6 44.4 44.4 44.4 44.4 Effective Green, g (s) 63.6 63.6 63.6 63.6 63.6 63.6 44.4 44.4 44.4 44.4 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.53 0.53 0.37 0.37 0.37 0.37 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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) 218 1796 804 59 1796 804 485 610 490 594 v/s Ratio Prot c0.50 0.28 0.01 0.01 v/s Ratio Perm 0.12 0.21 0.10 0.01 c0.36 0.02 v/c Ratio 0.22 0.94 0.40 0.19 0.52 0.02 0.98 0.02 0.06 0.03 Uniform Delay, d1 15.0 26.4 16.9 14.7 18.3 13.4 37.3 24.0 24.3 24.1 Progression Factor 1.00 1.00 1.00 0.64 0.43 0.90 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 11.2 1.5 6.7 1.1 0.1 34.6 0.0 0.0 0.0 Delay (s) 17.4 37.6 18.4 16.1 8.9 12.1 71.9 24.1 24.4 24.1 Level of Service B D BBABEC CC Approach Delay (s) 32.8 9.1 69.8 24.2 Approach LOS C A E C Intersection Summary HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 0 290 436 0 0 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 35.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 Taper Length (m) 55.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1784 1784 1784 0 1784 0 Flt Permitted Satd. Flow (perm) 1784 1784 1784 0 1784 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (k/h) 60 60 60 Link Distance (m) 454.6 66.9 223.2 Travel Time (s) 27.3 4.0 13.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 315 474 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 315 474 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Turn Type Prot NA NA Prot Protected Phases 7 4 8 6 Permitted Phases Minimum Split (s) 8.0 20.0 20.0 20.0 Total Split (s) 8.0 20.0 20.0 20.0 Total Split (%) 16.7% 41.7% 41.7% 41.7% Maximum Green (s) 4.0 16.0 16.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 24.0 16.0 Actuated g/C Ratio 0.50 0.33 v/c Ratio 0.35 0.80 Control Delay 8.7 27.8

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background PM

Lane Group EBL EBT WBT WBR SBL SBR Queue Delay 0.0 0.0 Total Delay 8.7 27.8 LOS A C Approach Delay 8.7 27.8 Approach LOS A C Queue Length 50th (m) 14.5 35.5 Queue Length 95th (m) 27.3 #76.0 Internal Link Dist (m) 430.6 42.9 199.2 Turn Bay Length (m) Base Capacity (vph) 892 594 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.35 0.80 Intersection Summary Area Type: Other Cycle Length: 48 Actuated Cycle Length: 48 Offset: 0 (0%), Referenced to phase 6:SBL, Start of Green Natural Cycle: 50 Control Type: Pretimed Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 5: Chapman Mills Drive Extension & Street 6

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 14 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 0 290 436 0 0 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow (prot) 1784 1784 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1784 1784 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 315 474 0 0 0 RTOR Reduction (vph) 000000 Lane Group Flow (vph) 0 315 474 0 0 0 Turn Type Prot NA NA Prot Protected Phases 7 4 8 6 Permitted Phases Actuated Green, G (s) 24.0 16.0 Effective Green, g (s) 24.0 16.0 Actuated g/C Ratio 0.50 0.33 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 892 594 v/s Ratio Prot c0.18 c0.27 v/s Ratio Perm v/c Ratio 0.35 0.80 Uniform Delay, d1 7.3 14.5 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 10.7 Delay (s) 8.4 25.2 Level of Service A C Approach Delay (s) 8.4 25.2 0.0 Approach LOS A C A Intersection Summary HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 48.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 15 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1571 4 38 857 8 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.914 Flt Protected 0.950 0.982 Satd. Flow (prot) 3390 0 1729 3357 1587 0 Flt Permitted 0.132 0.982 Satd. Flow (perm) 3390 0 240 3357 1586 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 16 Link Speed (k/h) 60 60 60 Link Distance (m) 421.2 161.4 103.7 Travel Time (s) 25.3 9.7 6.2 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Adj. Flow (vph) 1671 4 40 912 9 16 Shared Lane Traffic (%) Lane Group Flow (vph) 1675 0 40 912 25 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background PM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 94.0 94.0 94.0 26.0 Total Split (%) 78.3% 78.3% 78.3% 21.7% Maximum Green (s) 88.0 88.0 88.0 20.2 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 108.5 108.5 108.5 6.6 Actuated g/C Ratio 0.90 0.90 0.90 0.06 v/c Ratio 0.55 0.18 0.30 0.25 Control Delay 12.4 4.3 1.8 35.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.4 4.3 1.8 35.7 LOS B A A D Approach Delay 12.4 1.9 35.7 Approach LOS B A D Queue Length 50th (m) 211.6 0.2 1.9 2.1 Queue Length 95th (m) m226.3 6.5 41.7 10.8 Internal Link Dist (m) 397.2 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 3066 217 3036 280 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.55 0.18 0.30 0.09 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 8.9 Intersection LOS: A Intersection Capacity Utilization 59.6% ICU Level of Service B

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background PM Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 18 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1571 4 38 857 8 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.91 Flt Protected 1.00 0.95 1.00 0.98 Satd. Flow (prot) 3389 1729 3357 1587 Flt Permitted 1.00 0.13 1.00 0.98 Satd. Flow (perm) 3389 240 3357 1587 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 1671 4 40 912 9 16 RTOR Reduction (vph) 0000150 Lane Group Flow (vph) 1675 0 40 912 10 0 Confl. Peds. (#/hr) 1 1 1 1 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 103.8 103.8 103.8 4.4 Effective Green, g (s) 103.8 103.8 103.8 4.4 Actuated g/C Ratio 0.86 0.86 0.86 0.04 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2931 207 2903 58 v/s Ratio Prot c0.49 0.27 c0.01 v/s Ratio Perm 0.17 v/c Ratio 0.57 0.19 0.31 0.17 Uniform Delay, d1 2.2 1.3 1.5 56.0 Progression Factor 5.57 1.28 1.03 1.00 Incremental Delay, d2 0.3 1.9 0.3 1.3 Delay (s) 12.4 3.6 1.8 57.4 Level of Service B A A E Approach Delay (s) 12.4 1.9 57.4 Approach LOS B A E Intersection Summary HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 19 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 1389 63 178 802 402 89 149 124 334 161 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 1.00 0.94 0.98 0.97 1.00 1.00 Frt 0.993 0.850 0.850 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1647 3363 0 1729 3357 1532 1729 1820 1517 1712 1751 0 Flt Permitted 0.332 0.069 0.621 0.331 Satd. Flow (perm) 571 3363 0 126 3357 1443 1109 1820 1470 594 1751 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 428 146 13 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 4 1478 67 189 853 428 95 159 132 355 171 48 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1545 0 189 853 428 95 159 132 355 219 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 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

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 10.1 56.4 15.0 61.3 61.3 29.0 29.0 29.0 19.6 48.6 Total Split (%) 8.4% 47.0% 12.5% 51.1% 51.1% 24.2% 24.2% 24.2% 16.3% 40.5% Maximum Green (s) 4.0 50.3 8.9 55.2 55.2 23.0 23.0 23.0 12.7 41.7 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 57.4 52.1 71.9 70.2 70.2 16.1 16.1 16.1 34.8 34.8 Actuated g/C Ratio 0.48 0.43 0.60 0.58 0.58 0.13 0.13 0.13 0.29 0.29 v/c Ratio 0.01 1.06 0.72 0.43 0.42 0.64 0.65 0.41 1.22 0.42 Control Delay 4.2 72.8 41.1 35.0 17.0 67.5 61.1 9.2 161.7 34.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.2 72.8 41.1 35.0 17.0 67.5 61.1 9.2 161.7 34.1 LOS AE DDBEEAFC Approach Delay 72.7 30.6 44.9 113.0 Approach LOS E C D F Queue Length 50th (m) 0.3 ~223.3 34.1 103.5 43.4 21.6 36.1 0.0 ~76.4 39.4 Queue Length 95th (m) m0.3 #266.7 m#57.7 m121.9 m77.2 37.3 54.7 13.3 #152.2 56.5 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 320 1463 262 1962 1021 212 348 399 290 616 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.01 1.06 0.72 0.43 0.42 0.45 0.46 0.33 1.22 0.36 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.22 Intersection Signal Delay: 60.2 Intersection LOS: E

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 21 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background PM Intersection Capacity Utilization 104.1% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 22 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 1389 63 178 802 402 89 149 124 334 161 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1642 3365 1729 3357 1444 1697 1820 1465 1710 1751 Flt Permitted 0.33 1.00 0.07 1.00 1.00 0.62 1.00 1.00 0.33 1.00 Satd. Flow (perm) 573 3365 125 3357 1444 1110 1820 1465 595 1751 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 4 1478 67 189 853 428 95 159 132 355 171 48 RTOR Reduction (vph) 0300019500114090 Lane Group Flow (vph) 4 1542 0 189 853 233 95 159 18 355 210 0 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 52.9 52.1 72.2 65.3 65.3 16.1 16.1 16.1 34.8 34.8 Effective Green, g (s) 52.9 52.1 72.2 65.3 65.3 16.1 16.1 16.1 34.8 34.8 Actuated g/C Ratio 0.44 0.43 0.60 0.54 0.54 0.13 0.13 0.13 0.29 0.29 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 259 1460 262 1826 785 148 244 196 290 507 v/s Ratio Prot 0.00 c0.46 c0.08 0.25 0.09 c0.13 0.12 v/s Ratio Perm 0.01 0.35 0.16 0.09 0.01 c0.23 v/c Ratio 0.02 1.06 0.72 0.47 0.30 0.64 0.65 0.09 1.22 0.41 Uniform Delay, d1 18.8 34.0 33.2 16.7 14.9 49.2 49.3 45.5 40.1 34.4 Progression Factor 0.34 1.03 1.15 2.25 9.55 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 38.3 6.2 0.6 0.6 9.2 6.1 0.2 127.6 0.6 Delay (s) 6.5 73.4 44.5 38.1 142.7 58.4 55.4 45.7 167.8 34.9 Level of Service A E D D F E E D F C Approach Delay (s) 73.3 69.4 52.8 117.1 Approach LOS E E D F Intersection Summary HCM 2000 Control Delay 76.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 104.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 23 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 189 1486 223 200 917 232 240 458 81 306 673 173 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.97 0.97 1.00 1.00 0.98 0.98 Frt 0.850 0.850 0.977 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3202 1357 1695 3232 1517 3257 3226 0 3354 3458 1473 Flt Permitted 0.137 0.089 0.950 0.950 Satd. Flow (perm) 233 3202 1323 159 3232 1472 3241 3226 0 3302 3458 1445 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 191 175 15 149 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 195 1532 230 206 945 239 247 472 84 315 694 178 Shared Lane Traffic (%) Lane Group Flow (vph) 195 1532 230 206 945 239 247 556 0 315 694 178 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 24 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 18.9 57.5 57.5 13.0 51.6 51.6 14.0 30.5 19.0 35.5 35.5 Total Split (%) 15.8% 47.9% 47.9% 10.8% 43.0% 43.0% 11.7% 25.4% 15.8% 29.6% 29.6% Maximum Green (s) 12.3 51.0 51.0 6.4 45.1 45.1 7.7 24.0 12.7 29.0 29.0 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 64.2 51.0 51.0 52.4 45.1 45.1 7.7 23.0 12.7 28.0 28.0 Actuated g/C Ratio 0.54 0.42 0.42 0.44 0.38 0.38 0.06 0.19 0.11 0.23 0.23 v/c Ratio 0.70 1.13 0.34 1.26 0.78 0.36 1.19 0.88 0.89 0.86 0.39 Control Delay 35.0 80.3 2.2 184.4 38.5 9.4 170.1 62.2 80.0 55.8 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 80.3 2.2 184.4 38.5 9.4 170.1 62.2 80.0 55.8 11.7 LOS C F A F D A F E E E B Approach Delay 66.6 55.1 95.4 55.6 Approach LOS E E F E Queue Length 50th (m) 27.5 ~214.9 1.8 ~49.5 102.3 9.7 ~35.9 65.2 38.3 82.0 5.3 Queue Length 95th (m) m25.7 m#189.2 m0.8 #97.4 127.7 28.4 #62.0 #92.0 #63.2 #104.8 24.0 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 277 1360 672 163 1214 662 208 657 354 835 462 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 0.70 1.13 0.34 1.26 0.78 0.36 1.19 0.85 0.89 0.83 0.39 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 7 (6%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay: 65.5 Intersection LOS: E Intersection Capacity Utilization 104.3% ICU Level of Service G

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 25 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background PM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 26 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 189 1486 223 200 917 232 240 458 81 306 673 173 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1616 3202 1323 1695 3232 1472 3257 3228 3354 3458 1445 Flt Permitted 0.14 1.00 1.00 0.09 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 232 3202 1323 158 3232 1472 3257 3228 3354 3458 1445 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 195 1532 230 206 945 239 247 472 84 315 694 178 RTOR Reduction (vph) 0 0 110 0 0 109 0 12 0 0 0 114 Lane Group Flow (vph) 195 1532 120 206 945 130 247 544 0 315 694 64 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 64.3 51.0 51.0 52.5 45.1 45.1 7.7 23.0 12.7 28.0 28.0 Effective Green, g (s) 64.3 51.0 51.0 52.5 45.1 45.1 7.7 23.0 12.7 28.0 28.0 Actuated g/C Ratio 0.54 0.42 0.42 0.44 0.38 0.38 0.06 0.19 0.11 0.23 0.23 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 277 1360 562 163 1214 553 208 618 354 806 337 v/s Ratio Prot 0.08 c0.48 c0.08 0.29 0.08 0.17 c0.09 c0.20 v/s Ratio Perm 0.30 0.09 c0.47 0.09 0.04 v/c Ratio 0.70 1.13 0.21 1.26 0.78 0.23 1.19 0.88 0.89 0.86 0.19 Uniform Delay, d1 20.0 34.5 21.8 29.6 33.0 25.6 56.1 47.2 53.0 44.1 36.9 Progression Factor 1.98 0.59 0.42 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 58.0 0.1 158.4 5.0 1.0 122.2 13.8 22.7 9.3 0.3 Delay (s) 41.0 78.3 9.1 187.9 38.0 26.6 178.4 60.9 75.7 53.5 37.2 Level of Service D E A F D C F E E D D Approach Delay (s) 66.4 58.3 97.0 56.9 Approach LOS E E F E Intersection Summary HCM 2000 Control Delay 66.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Future Background PM Synchro 8 Report MC Page 27 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 103 28 64 111 167 116 314 2177 150 44 1064 458 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 25.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (m) 0.0 25.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.962 0.980 0.950 0.950 Satd. Flow (prot) 0 1717 1517 0 1762 1532 1695 3357 1532 1647 3060 1517 Flt Permitted 0.319 0.753 0.092 0.073 Satd. Flow (perm) 0 569 1517 0 1354 1532 164 3357 1532 127 3060 1517 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 67 55 223 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Adj. Flow (vph) 120 33 74 129 194 135 365 2531 174 51 1237 533 Shared Lane Traffic (%) Lane Group Flow (vph) 0 153 74 0 323 135 365 2531 174 51 1237 533 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 Number of Detectors 121120121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 0.0 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 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 0.0 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 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 8 2 2 6 6

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 444888522666 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.6 8.0 32.4 32.4 30.4 30.4 30.4 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 23.0 84.0 84.0 61.0 61.0 61.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 30.0% 19.2% 70.0% 70.0% 50.8% 50.8% 50.8% Maximum Green (s) 29.4 29.4 29.4 29.4 29.4 29.4 19.0 77.6 77.6 54.6 54.6 54.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.5 4.6 4.6 4.6 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 0.5 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 000000 00000 Act Effct Green (s) 29.4 29.4 29.4 29.4 80.0 77.6 77.6 54.6 54.6 54.6 Actuated g/C Ratio 0.24 0.24 0.24 0.24 0.67 0.65 0.65 0.46 0.46 0.46 v/c Ratio 1.10 0.17 0.98 0.32 1.04 1.17 0.17 0.89 0.89 0.66 Control Delay 149.1 9.0 89.3 21.3 90.4 103.2 6.1 128.6 39.3 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 149.1 9.0 89.3 21.3 90.4 103.2 6.1 128.6 39.3 18.5 LOS F A F C F F A F D B Approach Delay 103.4 69.3 96.2 35.7 Approach LOS F E F D Queue Length 50th (m) ~40.8 0.0 75.8 12.7 ~71.7 ~372.7 9.9 10.7 137.1 55.7 Queue Length 95th (m) #77.1 10.6 #123.1 27.7 #120.0 #381.8 17.4 #34.4 156.5 84.7 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 25.0 100.0 30.0 100.0 30.0 Base Capacity (vph) 139 427 331 425 351 2170 1010 57 1392 811 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 1.10 0.17 0.98 0.32 1.04 1.17 0.17 0.89 0.89 0.66 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay: 74.5 Intersection LOS: E Intersection Capacity Utilization 111.9% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite.

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background AM Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Future Background AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 103 28 64 111 167 116 314 2177 150 44 1064 458 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.96 1.00 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1717 1517 1763 1532 1695 3357 1532 1647 3060 1517 Flt Permitted 0.32 1.00 0.75 1.00 0.09 1.00 1.00 0.07 1.00 1.00 Satd. Flow (perm) 569 1517 1354 1532 165 3357 1532 127 3060 1517 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 120 33 74 129 194 135 365 2531 174 51 1237 533 RTOR Reduction (vph) 0 0 56 0 0 51 0 0 19 0 0 122 Lane Group Flow (vph) 0 153 18 0 323 84 365 2531 155 51 1237 411 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 29.4 29.4 29.4 29.4 77.6 77.6 77.6 54.6 54.6 54.6 Effective Green, g (s) 29.4 29.4 29.4 29.4 77.6 77.6 77.6 54.6 54.6 54.6 Actuated g/C Ratio 0.24 0.24 0.24 0.24 0.65 0.65 0.65 0.46 0.46 0.46 Clearance Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 6.4 6.4 6.4 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) 139 371 331 375 348 2170 990 57 1392 690 v/s Ratio Prot 0.17 c0.75 0.40 v/s Ratio Perm c0.27 0.01 0.24 0.06 0.51 0.10 0.40 0.27 v/c Ratio 1.10 0.05 0.98 0.23 1.05 1.17 0.16 0.89 0.89 0.60 Uniform Delay, d1 45.3 34.6 44.9 36.2 35.7 21.2 8.3 30.1 29.9 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 105.9 0.1 42.6 0.3 61.6 80.3 0.3 91.5 8.8 3.8 Delay (s) 151.2 34.7 87.5 36.5 97.3 101.5 8.7 121.6 38.7 28.2 Level of Service F C F D F F A F D C Approach Delay (s) 113.2 72.5 95.7 38.0 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 75.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.19 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 111.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 81 1114 124 9 1738 71 513 51 28 58 16 282 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 100.0 100.0 100.0 75.0 0.0 35.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.946 0.858 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1631 3262 1190 1695 3357 1432 1601 1562 0 1616 1505 0 Flt Permitted 0.063 0.193 0.167 0.702 Satd. Flow (perm) 108 3262 1190 344 3357 1432 281 1562 0 1194 1505 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 132 136 25 63 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Adj. Flow (vph) 86 1185 132 10 1849 76 546 54 30 62 17 300 Shared Lane Traffic (%) Lane Group Flow (vph) 86 1185 132 10 1849 76 546 84 0 62 317 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012012 12 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 0.0 6.1 30.5 0.0 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 0.0 6.1 1.8 0.0 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm pm+pt NA Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 52266638 44 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.4 56.4 56.4 56.4 56.4 56.4 9.8 23.8 23.8 23.8 Total Split (s) 10.4 74.0 74.0 63.6 63.6 63.6 22.0 46.0 24.0 24.0 Total Split (%) 8.7% 61.7% 61.7% 53.0% 53.0% 53.0% 18.3% 38.3% 20.0% 20.0% Maximum Green (s) 4.0 67.6 67.6 57.2 57.2 57.2 16.2 40.2 18.2 18.2 Yellow Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes 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 Recall Mode None Min Min Min Min Min None Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 15.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 0 00 Act Effct Green (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Actuated g/C Ratio 0.56 0.56 0.56 0.48 0.48 0.48 0.34 0.34 0.15 0.15 v/c Ratio 0.77 0.65 0.18 0.06 1.16 0.10 2.01 0.16 0.34 1.13 Control Delay 57.4 20.0 2.7 18.3 108.1 0.3 489.1 20.7 51.6 130.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 20.0 2.7 18.3 108.1 0.3 489.1 20.7 51.6 130.0 LOS E C A B F A F C D F Approach Delay 20.7 103.4 426.6 117.2 Approach LOS C F F F Queue Length 50th (m) 8.9 95.9 0.0 1.2 ~270.5 0.0 ~188.9 9.6 13.2 ~73.1 Queue Length 95th (m) #26.8 118.2 8.4 4.5 #312.5 0.5 #256.1 21.2 27.0 #128.9 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 100.0 100.0 75.0 35.0 Base Capacity (vph) 111 1837 728 163 1600 753 272 539 181 281 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.77 0.65 0.18 0.06 1.16 0.10 2.01 0.16 0.34 1.13 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 145 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.01 Intersection Signal Delay: 124.7 Intersection LOS: F Intersection Capacity Utilization 125.1% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background AM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Future Background AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 81 1114 124 9 1738 71 513 51 28 58 16 282 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 0.86 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1631 3262 1190 1695 3357 1432 1601 1563 1616 1505 Flt Permitted 0.06 1.00 1.00 0.19 1.00 1.00 0.17 1.00 0.70 1.00 Satd. Flow (perm) 108 3262 1190 344 3357 1432 281 1563 1195 1505 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 86 1185 132 10 1849 76 546 54 30 62 17 300 RTOR Reduction (vph) 0 0 58 0 0 40 0 17 0 0 53 0 Lane Group Flow (vph) 86 1185 74 10 1849 36 546 67 0 62 264 0 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Turn Type pm+pt NA Perm Perm NA Perm pm+pt NA Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Effective Green, g (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Actuated g/C Ratio 0.56 0.56 0.56 0.48 0.48 0.48 0.34 0.34 0.15 0.15 Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 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) 111 1837 670 163 1600 682 272 523 181 228 v/s Ratio Prot 0.03 c0.36 c0.55 c0.27 0.04 0.18 v/s Ratio Perm 0.41 0.06 0.03 0.03 c0.40 0.05 v/c Ratio 0.77 0.65 0.11 0.06 1.16 0.05 2.01 0.13 0.34 1.16 Uniform Delay, d1 27.7 18.0 12.2 16.9 31.4 16.9 34.1 27.7 45.5 50.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.9 0.8 0.1 0.2 77.6 0.0 466.1 0.5 5.1 108.1 Delay (s) 55.6 18.8 12.3 17.1 109.0 16.9 500.2 28.2 50.6 159.0 Level of Service EBBBFBFC DF Approach Delay (s) 20.4 104.9 437.3 141.3 Approach LOS C F F F Intersection Summary HCM 2000 Control Delay 129.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.53 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.4 Intersection Capacity Utilization 125.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 630 570 10 1466 15 294 10 10 30 10 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 75.0 75.0 75.0 75.0 75.0 0.0 75.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.925 0.877 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1650 0 1695 1565 0 Flt Permitted 0.118 0.362 0.718 0.743 Satd. Flow (perm) 211 3390 1517 646 3390 1517 1281 1650 0 1326 1565 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 620 18 11 24 Link Speed (k/h) 60 60 60 60 Link Distance (m) 289.8 432.6 341.9 110.8 Travel Time (s) 17.4 26.0 20.5 6.6 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 Adj. Flow (vph) 11 685 620 11 1593 16 320 11 11 33 11 49 Shared Lane Traffic (%) Lane Group Flow (vph) 11 685 620 11 1593 16 320 22 0 33 60 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12112112 12 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 38.0 22.0 22.0 22.0 22.0 Total Split (%) 63.3% 63.3% 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 34.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 34.0 34.0 34.0 34.0 34.0 34.0 18.0 18.0 18.0 18.0 Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.30 0.30 0.30 0.30 v/c Ratio 0.09 0.36 0.55 0.03 0.83 0.02 0.83 0.04 0.08 0.12 Control Delay 8.2 7.7 2.8 6.6 21.4 3.7 41.6 11.2 15.9 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 7.7 2.8 6.6 21.4 3.7 41.6 11.2 15.9 11.4 LOS AAAACADB BB Approach Delay 5.4 21.2 39.7 13.0 Approach LOS A C D B Queue Length 50th (m) 0.5 19.0 0.0 1.0 112.2 0.7 32.4 0.9 2.6 2.8 Queue Length 95th (m) 2.6 27.9 11.1 m1.7 163.4 m1.6 #71.2 5.0 7.8 9.8 Internal Link Dist (m) 265.8 408.6 317.9 86.8 Turn Bay Length (m) 75.0 75.0 75.0 75.0 75.0 75.0 Base Capacity (vph) 119 1921 1128 366 1921 867 384 502 397 486 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.09 0.36 0.55 0.03 0.83 0.02 0.83 0.04 0.08 0.12 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 16.7 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background AM m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Future Background AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 630 570 10 1466 15 294 10 10 30 10 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1650 1695 1566 Flt Permitted 0.12 1.00 1.00 0.36 1.00 1.00 0.72 1.00 0.74 1.00 Satd. Flow (perm) 210 3390 1517 646 3390 1517 1281 1650 1326 1566 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 Adj. Flow (vph) 11 685 620 11 1593 16 320 11 11 33 11 49 RTOR Reduction (vph) 0 0 269 0070800170 Lane Group Flow (vph) 11 685 351 11 1593 9 320 14 0 33 43 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 34.0 34.0 34.0 34.0 34.0 34.0 18.0 18.0 18.0 18.0 Effective Green, g (s) 34.0 34.0 34.0 34.0 34.0 34.0 18.0 18.0 18.0 18.0 Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.57 0.57 0.30 0.30 0.30 0.30 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 119 1921 859 366 1921 859 384 495 397 469 v/s Ratio Prot 0.20 c0.47 0.01 0.03 v/s Ratio Perm 0.05 0.23 0.02 0.01 c0.25 0.02 v/c Ratio 0.09 0.36 0.41 0.03 0.83 0.01 0.83 0.03 0.08 0.09 Uniform Delay, d1 5.9 7.1 7.3 5.7 10.6 5.7 19.6 14.8 15.1 15.1 Progression Factor 1.00 1.00 1.00 1.11 1.62 1.63 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.5 1.4 0.1 3.8 0.0 18.8 0.1 0.4 0.4 Delay (s) 7.5 7.6 8.8 6.5 21.0 9.3 38.4 14.9 15.5 15.5 Level of Service AAAACADB BB Approach Delay (s) 8.1 20.8 36.8 15.5 Approach LOS A C D B Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 0 409 294 0 0 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 35.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 Taper Length (m) 55.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1784 1784 1784 0 1784 0 Flt Permitted Satd. Flow (perm) 1784 1784 1784 0 1784 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (k/h) 60 60 60 Link Distance (m) 456.7 67.4 204.1 Travel Time (s) 27.4 4.0 12.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 445 320 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 445 320 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (m) 6.1 30.5 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 Prot Protected Phases 7 4 8 6 Permitted Phases Detector Phase 7 4 8 6

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background AM

Lane Group EBL EBT WBT WBR SBL SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 20.0 20.0 Total Split (s) 5.0 5.0 5.0 5.0 Total Split (%) 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 1.0 1.0 1.0 1.0 Yellow Time (s) 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None None Max Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 1.0 1.0 Actuated g/C Ratio 0.04 0.04 v/c Ratio 6.27 4.51 Control Delay 2408.6 1621.1 Queue Delay 0.0 0.0 Total Delay 2408.6 1621.1 LOS F F Approach Delay 2408.6 1621.1 Approach LOS F F Queue Length 50th (m) ~36.4 ~25.3 Queue Length 95th (m) #58.8 #44.7 Internal Link Dist (m) 432.7 43.4 180.1 Turn Bay Length (m) Base Capacity (vph) 428 71 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.04 4.51 Intersection Summary Area Type: Other Cycle Length: 15 Actuated Cycle Length: 25 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 6.27 Intersection Signal Delay: 2079.1 Intersection LOS: F Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer.

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 14 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background AM Queue shown is maximum after two cycles.

Splits and Phases: 5: Chapman Mills Drive Extension & Street 6

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 15 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Future Background AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 0 409 294 0 0 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 1.00 1.00 Satd. Flow (prot) 1784 1784 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1784 1784 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 445 320 0 0 0 RTOR Reduction (vph) 000000 Lane Group Flow (vph) 0 445 320 0 0 0 Turn Type Prot NA NA Prot Protected Phases 7 4 8 6 Permitted Phases Actuated Green, G (s) 1.0 1.0 Effective Green, g (s) 1.0 1.0 Actuated g/C Ratio 0.04 0.04 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 71 71 v/s Ratio Prot c0.25 0.18 v/s Ratio Perm v/c Ratio 6.27 4.51 Uniform Delay, d1 12.0 12.0 Progression Factor 1.00 1.00 Incremental Delay, d2 2400.2 1610.1 Delay (s) 2412.2 1622.1 Level of Service F F Approach Delay (s) 2412.2 1622.1 0.0 Approach LOS F F A Intersection Summary HCM 2000 Control Delay 2081.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 25.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 620 3 6 1447 19 24 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.999 0.925 Flt Protected 0.950 0.978 Satd. Flow (prot) 3199 0 1695 3293 1521 0 Flt Permitted 0.402 0.978 Satd. Flow (perm) 3199 0 715 3293 1521 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 25 Link Speed (k/h) 60 60 60 Link Distance (m) 432.6 161.4 103.7 Travel Time (s) 26.0 9.7 6.2 Confl. Peds. (#/hr) 3 3 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Adj. Flow (vph) 653 3 6 1523 20 25 Shared Lane Traffic (%) Lane Group Flow (vph) 656 0 6 1523 45 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background AM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 94.0 94.0 94.0 26.0 Total Split (%) 78.3% 78.3% 78.3% 21.7% Maximum Green (s) 88.0 88.0 88.0 20.2 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 104.2 104.2 104.2 7.4 Actuated g/C Ratio 0.87 0.87 0.87 0.06 v/c Ratio 0.24 0.01 0.53 0.38 Control Delay 5.1 2.3 12.1 38.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.1 2.3 12.1 38.8 LOS A A B D Approach Delay 5.1 12.1 38.8 Approach LOS A B D Queue Length 50th (m) 26.3 0.0 162.3 4.6 Queue Length 95th (m) 40.5 m0.4 199.8 16.0 Internal Link Dist (m) 408.6 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2778 620 2860 276 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.24 0.01 0.53 0.16 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 10.6 Intersection LOS: B Intersection Capacity Utilization 56.9% ICU Level of Service B

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 18 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background AM Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 19 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Future Background AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 620 3 6 1447 19 24 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.93 Flt Protected 1.00 0.95 1.00 0.98 Satd. Flow (prot) 3200 1689 3293 1521 Flt Permitted 1.00 0.40 1.00 0.98 Satd. Flow (perm) 3200 715 3293 1521 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 653 3 6 1523 20 25 RTOR Reduction (vph) 0000240 Lane Group Flow (vph) 656 0 6 1523 21 0 Confl. Peds. (#/hr) 3 3 4 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 101.9 101.9 101.9 6.3 Effective Green, g (s) 101.9 101.9 101.9 6.3 Actuated g/C Ratio 0.85 0.85 0.85 0.05 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2717 607 2796 79 v/s Ratio Prot 0.20 c0.46 c0.01 v/s Ratio Perm 0.01 v/c Ratio 0.24 0.01 0.54 0.27 Uniform Delay, d1 1.7 1.4 2.5 54.6 Progression Factor 2.65 1.21 4.16 1.00 Incremental Delay, d2 0.2 0.0 0.6 1.8 Delay (s) 4.8 1.7 11.2 56.5 Level of Service A A B E Approach Delay (s) 4.8 11.2 56.5 Approach LOS A B E Intersection Summary HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 501 21 86 1161 254 71 59 54 287 78 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.96 0.99 0.98 1.00 1.00 Frt 0.994 0.850 0.850 0.970 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3171 0 1695 3232 1517 1679 1767 1394 1729 1741 0 Flt Permitted 0.145 0.378 0.690 0.453 Satd. Flow (perm) 246 3171 0 671 3232 1460 1213 1767 1368 820 1741 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 270 146 12 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 32 533 22 91 1235 270 76 63 57 305 83 21 Shared Lane Traffic (%) Lane Group Flow (vph) 32 555 0 91 1235 270 76 63 57 305 104 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 21 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 10.1 57.7 12.3 59.9 59.9 29.0 29.0 29.0 21.0 50.0 Total Split (%) 8.4% 48.1% 10.3% 49.9% 49.9% 24.2% 24.2% 24.2% 17.5% 41.7% Maximum Green (s) 4.0 51.6 6.2 53.8 53.8 23.0 23.0 23.0 14.1 43.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 66.3 59.8 71.7 66.2 66.2 12.8 12.8 12.8 32.9 32.9 Actuated g/C Ratio 0.55 0.50 0.60 0.55 0.55 0.11 0.11 0.11 0.27 0.27 v/c Ratio 0.15 0.35 0.19 0.69 0.29 0.59 0.34 0.21 0.92 0.21 Control Delay 16.5 28.4 22.6 44.5 17.1 68.1 52.8 1.7 72.5 29.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.5 28.4 22.6 44.5 17.1 68.1 52.8 1.7 72.5 29.5 LOS BC CDBEDAEC Approach Delay 27.7 38.6 43.8 61.6 Approach LOS C D D E Queue Length 50th (m) 3.4 58.4 16.6 148.6 27.5 17.3 14.0 0.0 63.4 16.6 Queue Length 95th (m) 9.0 82.0 m17.6 m146.6 m27.0 31.9 26.4 0.0 #100.6 28.8 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 210 1581 471 1782 926 232 338 380 331 632 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.15 0.35 0.19 0.69 0.29 0.33 0.19 0.15 0.92 0.16 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 40.1 Intersection LOS: D Intersection Capacity Utilization 76.6% ICU Level of Service D

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 22 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background AM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 23 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Future Background AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 501 21 86 1161 254 71 59 54 287 78 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1616 3172 1692 3232 1460 1670 1767 1368 1725 1741 Flt Permitted 0.14 1.00 0.38 1.00 1.00 0.69 1.00 1.00 0.45 1.00 Satd. Flow (perm) 246 3172 673 3232 1460 1212 1767 1368 823 1741 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 32 533 22 91 1235 270 76 63 57 305 83 21 RTOR Reduction (vph) 020001260051090 Lane Group Flow (vph) 32 553 0 91 1235 144 76 63 6 305 95 0 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 64.0 59.8 72.0 63.8 63.8 12.8 12.8 12.8 32.9 32.9 Effective Green, g (s) 64.0 59.8 72.0 63.8 63.8 12.8 12.8 12.8 32.9 32.9 Actuated g/C Ratio 0.53 0.50 0.60 0.53 0.53 0.11 0.11 0.11 0.27 0.27 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 179 1580 473 1718 776 129 188 145 331 477 v/s Ratio Prot 0.01 0.17 c0.01 c0.38 0.04 c0.11 0.05 v/s Ratio Perm 0.09 0.10 0.10 0.06 0.00 c0.14 v/c Ratio 0.18 0.35 0.19 0.72 0.18 0.59 0.34 0.04 0.92 0.20 Uniform Delay, d1 15.5 18.3 10.6 21.3 14.6 51.1 49.7 48.1 40.4 33.4 Progression Factor 1.40 1.44 2.15 1.99 7.43 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.6 0.1 0.7 0.1 6.7 1.1 0.1 30.1 0.2 Delay (s) 22.1 26.9 22.7 43.2 108.6 57.8 50.7 48.2 70.5 33.6 Level of Service C C C D F E D D E C Approach Delay (s) 26.6 53.1 52.7 61.1 Approach LOS C D D E Intersection Summary HCM 2000 Control Delay 48.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 24 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 162 666 163 75 1341 213 266 598 69 170 226 99 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.98 1.00 0.97 1.00 1.00 0.99 0.99 Frt 0.850 0.850 0.985 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3262 1345 1601 3357 1517 3195 3270 0 3321 3232 1459 Flt Permitted 0.083 0.309 0.950 0.950 Satd. Flow (perm) 148 3262 1324 520 3357 1475 3185 3270 0 3297 3232 1438 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 166 149 10 149 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Adj. Flow (vph) 165 680 166 77 1368 217 271 610 70 173 231 101 Shared Lane Traffic (%) Lane Group Flow (vph) 165 680 166 77 1368 217 271 680 0 173 231 101 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 25 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 14.2 54.9 54.9 13.0 53.7 53.7 16.6 36.9 15.2 35.5 35.5 Total Split (%) 11.8% 45.8% 45.8% 10.8% 44.8% 44.8% 13.8% 30.8% 12.7% 29.6% 29.6% Maximum Green (s) 7.6 48.4 48.4 6.4 47.2 47.2 10.3 30.4 8.9 29.0 29.0 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 57.9 48.4 48.4 55.5 47.2 47.2 10.3 28.5 8.8 27.0 27.0 Actuated g/C Ratio 0.48 0.40 0.40 0.46 0.39 0.39 0.09 0.24 0.07 0.22 0.22 v/c Ratio 0.85 0.52 0.26 0.24 1.04 0.32 0.99 0.87 0.71 0.32 0.23 Control Delay 71.7 25.7 4.9 17.2 70.8 9.7 106.7 55.7 70.7 39.6 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.7 25.7 4.9 17.2 70.8 9.7 106.7 55.7 70.7 39.6 2.8 LOS ECABEAFE EDA Approach Delay 29.8 60.3 70.2 42.9 Approach LOS C E E D Queue Length 50th (m) 26.4 80.6 2.9 9.0 ~182.5 10.1 33.4 78.4 20.8 23.5 0.0 Queue Length 95th (m) m#58.8 m50.7 m7.2 17.1 #224.5 27.4 #60.5 101.0 #35.3 34.7 4.4 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 194 1315 633 315 1320 670 274 835 246 781 460 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 0.85 0.52 0.26 0.24 1.04 0.32 0.99 0.81 0.70 0.30 0.22 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 94 (78%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 53.0 Intersection LOS: D Intersection Capacity Utilization 95.1% ICU Level of Service F

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 26 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background AM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 27 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Future Background AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 162 666 163 75 1341 213 266 598 69 170 226 99 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1695 3262 1324 1600 3357 1475 3195 3268 3321 3232 1438 Flt Permitted 0.08 1.00 1.00 0.31 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 147 3262 1324 521 3357 1475 3195 3268 3321 3232 1438 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 165 680 166 77 1368 217 271 610 70 173 231 101 RTOR Reduction (vph) 0 0 99 0 0 90 0800078 Lane Group Flow (vph) 165 680 67 77 1368 127 271 672 0 173 231 23 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 58.0 48.4 48.4 55.6 47.2 47.2 10.3 28.5 8.8 27.0 27.0 Effective Green, g (s) 58.0 48.4 48.4 55.6 47.2 47.2 10.3 28.5 8.8 27.0 27.0 Actuated g/C Ratio 0.48 0.40 0.40 0.46 0.39 0.39 0.09 0.24 0.07 0.22 0.22 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 194 1315 534 316 1320 580 274 776 243 727 323 v/s Ratio Prot c0.07 0.21 0.02 c0.41 c0.08 c0.21 0.05 0.07 v/s Ratio Perm 0.34 0.05 0.10 0.09 0.02 v/c Ratio 0.85 0.52 0.13 0.24 1.04 0.22 0.99 0.87 0.71 0.32 0.07 Uniform Delay, d1 29.5 27.0 22.5 18.6 36.4 24.2 54.8 43.9 54.4 38.8 36.6 Progression Factor 1.64 0.89 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.1 1.3 0.4 1.8 34.7 0.9 50.8 10.0 9.5 0.3 0.1 Delay (s) 80.6 25.4 26.4 20.5 71.1 25.0 105.6 53.9 63.8 39.1 36.7 Level of Service F C C C E C F D E D D Approach Delay (s) 34.6 62.7 68.7 47.1 Approach LOS C E E D Intersection Summary HCM 2000 Control Delay 55.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 95.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Future Background AM Synchro 8 Report MC Page 28

Appendix B-3 Total Future Conditions Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 103 28 64 111 167 116 314 2251 150 44 1107 458 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 25.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (m) 0.0 0.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.962 0.980 0.950 0.950 Satd. Flow (prot) 0 1717 1517 0 1762 1532 1695 3357 1532 1647 3060 1517 Flt Permitted 0.319 0.753 0.068 0.077 Satd. Flow (perm) 0 569 1517 0 1354 1532 121 3357 1532 133 3060 1517 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 89 89 53 206 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Adj. Flow (vph) 120 33 74 129 194 135 365 2617 174 51 1287 533 Shared Lane Traffic (%) Lane Group Flow (vph) 0 153 74 0 323 135 365 2617 174 51 1287 533 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 Number of Detectors 121120121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 0.0 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 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 0.0 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 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 8 2 2 6 6

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 444888522666 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.6 10.4 32.4 32.4 30.4 30.4 30.4 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 25.6 84.0 84.0 58.4 58.4 58.4 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 30.0% 21.3% 70.0% 70.0% 48.7% 48.7% 48.7% Maximum Green (s) 29.4 29.4 29.4 29.4 29.4 29.4 19.2 77.6 77.6 52.0 52.0 52.0 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 4.6 4.6 4.6 4.6 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 000000 00000 Act Effct Green (s) 29.4 29.4 29.4 29.4 77.6 77.6 77.6 52.0 52.0 52.0 Actuated g/C Ratio 0.24 0.24 0.24 0.24 0.65 0.65 0.65 0.43 0.43 0.43 v/c Ratio 1.10 0.17 0.98 0.31 1.11 1.21 0.17 0.89 0.97 0.69 Control Delay 149.1 6.1 89.3 16.2 115.9 120.4 6.2 129.7 52.3 21.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 149.1 6.1 89.3 16.2 115.9 120.4 6.2 129.7 52.3 21.5 LOS FA FBFFAFDC Approach Delay 102.4 67.8 113.6 45.7 Approach LOS F E F D Queue Length 50th (m) ~40.8 0.0 75.8 8.5 ~83.4 ~395.0 10.1 10.8 153.1 62.0 Queue Length 95th (m) #77.1 7.7 #123.1 22.8 #131.7 #402.7 17.6 #34.4 #186.2 92.9 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 25.0 100.0 30.0 100.0 30.0 Base Capacity (vph) 139 438 331 442 330 2170 1009 57 1326 774 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 1.10 0.17 0.98 0.31 1.11 1.21 0.17 0.89 0.97 0.69 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 87.2 Intersection LOS: F Intersection Capacity Utilization 114.0% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite.

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future AM Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 103 28 64 111 167 116 314 2251 150 44 1107 458 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.96 1.00 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1717 1517 1763 1532 1695 3357 1532 1647 3060 1517 Flt Permitted 0.32 1.00 0.75 1.00 0.07 1.00 1.00 0.08 1.00 1.00 Satd. Flow (perm) 569 1517 1354 1532 122 3357 1532 133 3060 1517 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 120 33 74 129 194 135 365 2617 174 51 1287 533 RTOR Reduction (vph) 0 0 56 0 0 67 0 0 19 0 0 117 Lane Group Flow (vph) 0 153 18 0 323 68 365 2617 155 51 1287 416 Heavy Vehicles (%) 2% 2% 2% 0% 2% 1% 2% 3% 1% 5% 13% 2% Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm Perm NA Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 29.4 29.4 29.4 29.4 77.6 77.6 77.6 52.0 52.0 52.0 Effective Green, g (s) 29.4 29.4 29.4 29.4 77.6 77.6 77.6 52.0 52.0 52.0 Actuated g/C Ratio 0.24 0.24 0.24 0.24 0.65 0.65 0.65 0.43 0.43 0.43 Clearance Time (s) 6.6 6.6 6.6 6.6 6.4 6.4 6.4 6.4 6.4 6.4 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) 139 371 331 375 330 2170 990 57 1326 657 v/s Ratio Prot 0.18 c0.78 0.42 v/s Ratio Perm c0.27 0.01 0.24 0.04 0.54 0.10 0.38 0.27 v/c Ratio 1.10 0.05 0.98 0.18 1.11 1.21 0.16 0.89 0.97 0.63 Uniform Delay, d1 45.3 34.6 44.9 35.8 39.4 21.2 8.3 31.5 33.3 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 105.9 0.1 42.6 0.2 81.2 97.3 0.3 91.5 18.6 4.6 Delay (s) 151.2 34.7 87.5 36.0 120.6 118.5 8.7 123.0 51.9 31.2 Level of Service F C F D F F A F D C Approach Delay (s) 113.2 72.3 112.7 47.9 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 88.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.25 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.4 Intersection Capacity Utilization 114.0% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 81 1118 163 33 1789 99 537 56 42 92 27 282 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 100.0 100.0 100.0 75.0 0.0 35.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.936 0.863 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1631 3262 1190 1695 3357 1432 1601 1523 0 1616 1515 0 Flt Permitted 0.063 0.191 0.167 0.689 Satd. Flow (perm) 108 3262 1190 341 3357 1432 281 1523 0 1172 1515 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 173 136 34 62 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Adj. Flow (vph) 86 1189 173 35 1903 105 571 60 45 98 29 300 Shared Lane Traffic (%) Lane Group Flow (vph) 86 1189 173 35 1903 105 571 105 0 98 329 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012012 12 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 0.0 6.1 30.5 0.0 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 0.0 6.1 1.8 0.0 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm pm+pt NA Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 52266638 44 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.4 56.4 56.4 56.4 56.4 56.4 9.8 23.8 23.8 23.8 Total Split (s) 10.4 74.0 74.0 63.6 63.6 63.6 22.0 46.0 24.0 24.0 Total Split (%) 8.7% 61.7% 61.7% 53.0% 53.0% 53.0% 18.3% 38.3% 20.0% 20.0% Maximum Green (s) 4.0 67.6 67.6 57.2 57.2 57.2 16.2 40.2 18.2 18.2 Yellow Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes 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 Recall Mode None Min Min Min Min Min None Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 15.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 0 00 Act Effct Green (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Actuated g/C Ratio 0.56 0.56 0.56 0.48 0.48 0.48 0.34 0.34 0.15 0.15 v/c Ratio 0.77 0.65 0.23 0.22 1.19 0.14 2.10 0.20 0.55 1.17 Control Delay 57.4 20.1 2.6 22.8 122.0 1.7 529.2 20.2 60.1 143.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.4 20.1 2.6 22.8 122.0 1.7 529.2 20.2 60.1 143.1 LOS ECACFAFC EF Approach Delay 20.2 114.1 450.2 124.1 Approach LOS C F F F Queue Length 50th (m) 8.9 96.5 0.0 4.7 ~284.4 0.0 ~201.3 11.6 21.6 ~79.1 Queue Length 95th (m) #26.8 118.7 9.5 12.3 #326.4 5.1 #269.1 24.7 39.7 #135.9 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 100.0 100.0 75.0 35.0 Base Capacity (vph) 111 1837 745 162 1600 753 272 532 177 282 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.77 0.65 0.23 0.22 1.19 0.14 2.10 0.20 0.55 1.17 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 145 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.10 Intersection Signal Delay: 134.9 Intersection LOS: F Intersection Capacity Utilization 128.6% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future AM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 81 1118 163 33 1789 99 537 56 42 92 27 282 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.86 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1631 3262 1190 1695 3357 1432 1601 1522 1616 1516 Flt Permitted 0.06 1.00 1.00 0.19 1.00 1.00 0.17 1.00 0.69 1.00 Satd. Flow (perm) 108 3262 1190 341 3357 1432 281 1522 1172 1516 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 86 1189 173 35 1903 105 571 60 45 98 29 300 RTOR Reduction (vph) 0 0 76 0 0 55 0 23 0 0 53 0 Lane Group Flow (vph) 86 1189 97 35 1903 50 571 82 0 98 276 0 Heavy Vehicles (%) 6% 6% 30% 2% 3% 8% 8% 2% 25% 7% 0% 4% Turn Type pm+pt NA Perm Perm NA Perm pm+pt NA Perm NA Protected Phases 5 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Effective Green, g (s) 67.6 67.6 67.6 57.2 57.2 57.2 40.2 40.2 18.2 18.2 Actuated g/C Ratio 0.56 0.56 0.56 0.48 0.48 0.48 0.34 0.34 0.15 0.15 Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 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) 111 1837 670 162 1600 682 272 509 177 229 v/s Ratio Prot 0.03 c0.36 c0.57 c0.28 0.05 0.18 v/s Ratio Perm 0.41 0.08 0.10 0.03 c0.42 0.08 v/c Ratio 0.77 0.65 0.15 0.22 1.19 0.07 2.10 0.16 0.55 1.21 Uniform Delay, d1 27.7 18.0 12.5 18.3 31.4 17.0 34.1 28.1 47.1 50.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.9 0.8 0.1 0.7 91.8 0.0 507.0 0.7 11.9 126.8 Delay (s) 55.6 18.8 12.6 19.0 123.2 17.1 541.1 28.7 59.0 177.7 Level of Service EBBBFBFC EF Approach Delay (s) 20.2 115.9 461.5 150.5 Approach LOS C F F F Intersection Summary HCM 2000 Control Delay 139.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.4 Intersection Capacity Utilization 128.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1254 6 63 2025 16 33 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 75.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 25.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.999 0.908 Flt Protected 0.950 0.984 Satd. Flow (prot) 3387 0 1695 3390 1594 0 Flt Permitted 0.170 0.984 Satd. Flow (perm) 3387 0 303 3390 1594 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 36 Link Speed (k/h) 60 60 60 Link Distance (m) 512.2 289.8 138.4 Travel Time (s) 30.7 17.4 8.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1363 7 68 2201 17 36 Shared Lane Traffic (%) Lane Group Flow (vph) 1370 0 68 2201 53 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM

Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 Total Split (s) 98.0 98.0 98.0 22.0 Total Split (%) 81.7% 81.7% 81.7% 18.3% Maximum Green (s) 92.0 92.0 92.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 92.0 92.0 92.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 v/c Ratio 0.53 0.29 0.85 0.22 Control Delay 6.4 4.8 14.4 23.7 Queue Delay 0.0 0.0 3.3 0.0 Total Delay 6.4 4.8 17.7 23.7 LOS A A B C Approach Delay 6.4 17.3 23.7 Approach LOS A B C Queue Length 50th (m) 56.3 2.9 238.8 3.6 Queue Length 95th (m) 68.5 m3.9 278.0 15.4 Internal Link Dist (m) 488.2 265.8 114.4 Turn Bay Length (m) 75.0 Base Capacity (vph) 2596 232 2599 243 Starvation Cap Reductn 0 0 304 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.53 0.29 0.96 0.22 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 29 (24%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM Splits and Phases: 3: Signalized Commercial Access & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1254 6 63 2025 16 33 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 0.95 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.91 Flt Protected 1.00 0.95 1.00 0.98 Satd. Flow (prot) 3388 1695 3390 1595 Flt Permitted 1.00 0.17 1.00 0.98 Satd. Flow (perm) 3388 304 3390 1595 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1363 7 68 2201 17 36 RTOR Reduction (vph) 0000310 Lane Group Flow (vph) 1370 0 68 2201 22 0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 92.0 92.0 92.0 16.0 Effective Green, g (s) 92.0 92.0 92.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2597 233 2599 212 v/s Ratio Prot 0.40 c0.65 c0.01 v/s Ratio Perm 0.22 v/c Ratio 0.53 0.29 0.85 0.10 Uniform Delay, d1 5.5 4.2 9.3 45.7 Progression Factor 1.00 0.66 1.26 1.00 Incremental Delay, d2 0.8 1.6 1.9 1.0 Delay (s) 6.3 4.4 13.7 46.7 Level of Service A A B D Approach Delay (s) 6.3 13.4 46.7 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 659 621 67 1545 15 377 10 57 30 10 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 75.0 75.0 75.0 75.0 75.0 0.0 75.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.873 0.877 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1558 0 1695 1565 0 Flt Permitted 0.062 0.329 0.718 0.709 Satd. Flow (perm) 111 3390 1517 587 3390 1517 1281 1558 0 1265 1565 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 675 27 62 16 Link Speed (k/h) 60 60 60 60 Link Distance (m) 289.8 432.6 341.9 110.8 Travel Time (s) 17.4 26.0 20.5 6.6 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 Adj. Flow (vph) 11 716 675 73 1679 16 410 11 62 33 11 49 Shared Lane Traffic (%) Lane Group Flow (vph) 11 716 675 73 1679 16 410 73 0 33 60 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12112112 12 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s) 71.0 71.0 71.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 Total Split (%) 59.2% 59.2% 59.2% 59.2% 59.2% 59.2% 40.8% 40.8% 40.8% 40.8% Maximum Green (s) 65.0 65.0 65.0 65.0 65.0 65.0 43.0 43.0 43.0 43.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 65.0 65.0 65.0 65.0 65.0 65.0 43.0 43.0 43.0 43.0 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.54 0.54 0.36 0.36 0.36 0.36 v/c Ratio 0.18 0.39 0.60 0.23 0.91 0.02 0.89 0.12 0.07 0.11 Control Delay 25.7 18.2 6.5 12.7 20.9 3.6 59.8 8.7 26.1 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.3 0.0 13.7 0.0 0.0 0.0 Total Delay 25.7 18.2 6.5 12.7 21.2 3.6 73.4 8.7 26.1 20.2 LOS CBABCAEA CC Approach Delay 12.6 20.7 63.7 22.3 Approach LOS B C E C Queue Length 50th (m) 1.3 49.6 3.6 3.0 38.6 0.0 90.4 1.7 5.1 6.8 Queue Length 95th (m) m2.9 71.3 50.8 m11.4 #96.2 m0.5 #148.7 11.5 12.3 16.2 Internal Link Dist (m) 265.8 408.6 317.9 86.8 Turn Bay Length (m) 75.0 75.0 75.0 75.0 75.0 75.0 Base Capacity (vph) 60 1836 1131 317 1836 834 459 598 453 571 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 0000160450 055 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.18 0.39 0.60 0.23 0.92 0.02 0.99 0.12 0.07 0.12 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.3 Intersection LOS: C Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 14 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future AM m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 15 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 659 621 67 1545 15 377 10 57 30 10 45 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.87 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1557 1695 1566 Flt Permitted 0.06 1.00 1.00 0.33 1.00 1.00 0.72 1.00 0.71 1.00 Satd. Flow (perm) 110 3390 1517 588 3390 1517 1281 1557 1266 1566 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 Adj. Flow (vph) 11 716 675 73 1679 16 410 11 62 33 11 49 RTOR Reduction (vph) 0 0 309 00704000100 Lane Group Flow (vph) 11 716 366 73 1679 9 410 33 0 33 50 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 65.0 65.0 65.0 65.0 65.0 65.0 43.0 43.0 43.0 43.0 Effective Green, g (s) 65.0 65.0 65.0 65.0 65.0 65.0 43.0 43.0 43.0 43.0 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.54 0.54 0.36 0.36 0.36 0.36 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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) 59 1836 821 318 1836 821 459 557 453 561 v/s Ratio Prot 0.21 c0.50 0.02 0.03 v/s Ratio Perm 0.10 0.24 0.12 0.01 c0.32 0.03 v/c Ratio 0.19 0.39 0.45 0.23 0.91 0.01 0.89 0.06 0.07 0.09 Uniform Delay, d1 14.0 16.0 16.6 14.4 25.0 12.7 36.3 25.2 25.4 25.5 Progression Factor 1.20 1.10 3.82 0.74 0.52 1.42 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 0.5 1.5 1.4 7.3 0.0 22.4 0.2 0.3 0.3 Delay (s) 22.8 18.0 65.0 12.1 20.1 18.0 58.7 25.4 25.7 25.8 Level of Service C B E B C B E C C C Approach Delay (s) 40.7 19.8 53.7 25.8 Approach LOS D B D C Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 2 459 335 7 26 9 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 35.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 Taper Length (m) 55.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.964 Flt Protected 0.950 0.964 Satd. Flow (prot) 1695 1784 1779 0 1658 0 Flt Permitted 0.950 0.964 Satd. Flow (perm) 1695 1784 1779 0 1658 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 2 10 Link Speed (k/h) 60 60 60 Link Distance (m) 456.7 67.4 204.1 Travel Time (s) 27.4 4.0 12.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 499 364 8 28 10 Shared Lane Traffic (%) Lane Group Flow (vph) 2 499 372 0 38 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (m) 6.1 30.5 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 Prot Protected Phases 7 4 8 6 Permitted Phases Detector Phase 7 4 8 6

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future AM

Lane Group EBL EBT WBT WBR SBL SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 Total Split (s) 10.0 37.0 27.0 23.0 Total Split (%) 16.7% 61.7% 45.0% 38.3% Maximum Green (s) 4.0 31.0 21.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None None Max Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 4.1 18.8 17.2 17.3 Actuated g/C Ratio 0.08 0.39 0.36 0.36 v/c Ratio 0.01 0.72 0.59 0.06 Control Delay 24.5 18.5 17.4 11.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 24.5 18.5 17.4 11.4 LOS C B B B Approach Delay 18.5 17.4 11.4 Approach LOS B B B Queue Length 50th (m) 0.2 33.7 22.7 1.4 Queue Length 95th (m) 1.9 56.7 56.1 7.9 Internal Link Dist (m) 432.7 43.4 180.1 Turn Bay Length (m) 35.0 Base Capacity (vph) 142 1165 795 600 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.01 0.43 0.47 0.06 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 48.3 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.72 Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 5: Chapman Mills Drive Extension & Street 6

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 18 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 2 459 335 7 26 9 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1695 1784 1779 1660 Flt Permitted 0.95 1.00 1.00 0.96 Satd. Flow (perm) 1695 1784 1779 1660 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 499 364 8 28 10 RTOR Reduction (vph) 001070 Lane Group Flow (vph) 2 499 371 0 31 0 Turn Type Prot NA NA Prot Protected Phases 7 4 8 6 Permitted Phases Actuated Green, G (s) 0.6 23.8 17.2 17.3 Effective Green, g (s) 0.6 23.8 17.2 17.3 Actuated g/C Ratio 0.01 0.45 0.32 0.33 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 19 799 576 540 v/s Ratio Prot 0.00 c0.28 0.21 c0.02 v/s Ratio Perm v/c Ratio 0.11 0.62 0.64 0.06 Uniform Delay, d1 26.0 11.2 15.3 12.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 1.5 2.5 0.2 Delay (s) 28.4 12.8 17.8 12.5 Level of Service C B B B Approach Delay (s) 12.8 17.8 12.5 Approach LOS B B B Intersection Summary HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 53.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 19 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 696 8 21 1566 36 85 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.998 0.905 Flt Protected 0.950 0.985 Satd. Flow (prot) 3196 0 1695 3293 1508 0 Flt Permitted 0.370 0.985 Satd. Flow (perm) 3196 0 658 3293 1508 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 2 85 Link Speed (k/h) 60 60 60 Link Distance (m) 432.6 161.4 103.7 Travel Time (s) 26.0 9.7 6.2 Confl. Peds. (#/hr) 3 3 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Adj. Flow (vph) 733 8 22 1648 38 89 Shared Lane Traffic (%) Lane Group Flow (vph) 741 0 22 1648 127 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future AM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 93.0 93.0 93.0 27.0 Total Split (%) 77.5% 77.5% 77.5% 22.5% Maximum Green (s) 87.0 87.0 87.0 21.2 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 98.7 98.7 98.7 9.5 Actuated g/C Ratio 0.82 0.82 0.82 0.08 v/c Ratio 0.28 0.04 0.61 0.64 Control Delay 2.2 3.0 15.1 34.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 2.2 3.0 15.1 34.9 LOS A A B C Approach Delay 2.2 15.0 34.9 Approach LOS A B C Queue Length 50th (m) 11.5 1.2 189.4 9.6 Queue Length 95th (m) 15.4 m1.8 217.0 28.0 Internal Link Dist (m) 408.6 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2628 540 2707 336 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.28 0.04 0.61 0.38 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 64.4% ICU Level of Service C

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 21 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future AM Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 22 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 696 8 21 1566 36 85 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.91 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 3198 1689 3293 1509 Flt Permitted 1.00 0.37 1.00 0.99 Satd. Flow (perm) 3198 658 3293 1509 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 733 8 22 1648 38 89 RTOR Reduction (vph) 0000780 Lane Group Flow (vph) 741 0 22 1648 49 0 Confl. Peds. (#/hr) 3 3 4 Heavy Vehicles (%) 8% 2% 2% 5% 11% 4% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 98.7 98.7 98.7 9.5 Effective Green, g (s) 98.7 98.7 98.7 9.5 Actuated g/C Ratio 0.82 0.82 0.82 0.08 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2630 541 2708 119 v/s Ratio Prot 0.23 c0.50 c0.03 v/s Ratio Perm 0.03 v/c Ratio 0.28 0.04 0.61 0.41 Uniform Delay, d1 2.5 2.0 3.8 52.6 Progression Factor 0.71 1.10 3.30 1.00 Incremental Delay, d2 0.3 0.1 0.8 2.3 Delay (s) 2.0 2.3 13.3 54.9 Level of Service A A B D Approach Delay (s) 2.0 13.1 54.9 Approach LOS A B D Intersection Summary HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 23 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 66 602 21 86 1244 254 71 59 54 287 78 80 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.96 1.00 0.98 1.00 0.99 Frt 0.995 0.850 0.850 0.924 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3176 0 1695 3232 1517 1679 1767 1394 1729 1625 0 Flt Permitted 0.112 0.338 0.651 0.460 Satd. Flow (perm) 191 3176 0 600 3232 1460 1145 1767 1368 833 1625 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 270 146 47 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 70 640 22 91 1323 270 76 63 57 305 83 85 Shared Lane Traffic (%) Lane Group Flow (vph) 70 662 0 91 1323 270 76 63 57 305 168 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 24 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 10.8 59.2 12.4 60.8 60.8 29.0 29.0 29.0 19.4 48.4 Total Split (%) 9.0% 49.3% 10.3% 50.7% 50.7% 24.2% 24.2% 24.2% 16.2% 40.3% Maximum Green (s) 4.7 53.1 6.3 54.7 54.7 23.0 23.0 23.0 12.5 41.5 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 68.6 61.2 70.9 64.1 64.1 13.3 13.3 13.3 31.8 31.8 Actuated g/C Ratio 0.57 0.51 0.59 0.53 0.53 0.11 0.11 0.11 0.26 0.26 v/c Ratio 0.36 0.41 0.21 0.77 0.30 0.60 0.32 0.20 0.97 0.36 Control Delay 13.0 16.9 21.2 45.2 16.4 69.2 51.9 1.6 85.4 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.0 16.9 21.2 45.2 16.4 69.2 51.9 1.6 85.4 26.8 LOS BB CDBEDAFC Approach Delay 16.5 39.3 44.0 64.6 Approach LOS B D D E Queue Length 50th (m) 2.8 59.2 15.9 154.6 26.0 17.3 13.9 0.0 64.2 22.8 Queue Length 95th (m) 7.1 78.8 m17.0 m149.1 m23.8 31.9 26.2 0.0 #106.1 39.3 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 196 1620 427 1727 906 219 338 380 314 592 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.36 0.41 0.21 0.77 0.30 0.35 0.19 0.15 0.97 0.28 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 38.1 Intersection LOS: D Intersection Capacity Utilization 83.2% ICU Level of Service E

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 25 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 26 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 66 602 21 86 1244 254 71 59 54 287 78 80 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1616 3176 1693 3232 1460 1670 1767 1368 1725 1625 Flt Permitted 0.11 1.00 0.34 1.00 1.00 0.65 1.00 1.00 0.46 1.00 Satd. Flow (perm) 190 3176 601 3232 1460 1144 1767 1368 835 1625 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 70 640 22 91 1323 270 76 63 57 305 83 85 RTOR Reduction (vph) 0200012800510350 Lane Group Flow (vph) 70 660 0 91 1323 142 76 63 6 305 133 0 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 67.3 61.1 70.9 62.9 62.9 13.3 13.3 13.3 31.8 31.8 Effective Green, g (s) 67.3 61.1 70.9 62.9 62.9 13.3 13.3 13.3 31.8 31.8 Actuated g/C Ratio 0.56 0.51 0.59 0.52 0.52 0.11 0.11 0.11 0.27 0.27 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 180 1617 427 1694 765 126 195 151 313 430 v/s Ratio Prot c0.02 0.21 0.01 c0.41 0.04 c0.10 0.08 v/s Ratio Perm 0.20 0.11 0.10 0.07 0.00 c0.16 v/c Ratio 0.39 0.41 0.21 0.78 0.18 0.60 0.32 0.04 0.97 0.31 Uniform Delay, d1 16.2 18.2 11.1 23.0 15.0 50.8 49.2 47.7 42.2 35.3 Progression Factor 0.78 0.84 2.09 1.87 7.26 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.7 0.0 0.3 0.0 7.9 1.0 0.1 43.6 0.4 Delay (s) 14.0 16.1 23.2 43.3 109.3 58.7 50.2 47.8 85.8 35.7 Level of Service B B C D F E D D F D Approach Delay (s) 15.9 52.8 52.8 68.0 Approach LOS B D D E Intersection Summary HCM 2000 Control Delay 46.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 27 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 219 709 163 75 1374 213 266 598 69 170 226 147 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.98 1.00 0.97 1.00 1.00 0.99 0.99 Frt 0.850 0.850 0.985 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3262 1345 1601 3357 1517 3195 3270 0 3321 3232 1459 Flt Permitted 0.082 0.291 0.950 0.950 Satd. Flow (perm) 146 3262 1324 490 3357 1475 3185 3270 0 3297 3232 1438 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 166 149 10 149 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Adj. Flow (vph) 223 723 166 77 1402 217 271 610 70 173 231 150 Shared Lane Traffic (%) Lane Group Flow (vph) 223 723 166 77 1402 217 271 680 0 173 231 150 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 28 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 15.0 55.4 55.4 13.1 53.5 53.5 16.0 36.3 15.2 35.5 35.5 Total Split (%) 12.5% 46.2% 46.2% 10.9% 44.6% 44.6% 13.3% 30.3% 12.7% 29.6% 29.6% Maximum Green (s) 8.4 48.9 48.9 6.5 47.0 47.0 9.7 29.8 8.9 29.0 29.0 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 58.9 48.9 48.9 55.1 47.0 47.0 9.7 28.2 8.8 27.3 27.3 Actuated g/C Ratio 0.49 0.41 0.41 0.46 0.39 0.39 0.08 0.24 0.07 0.23 0.23 v/c Ratio 1.10 0.54 0.26 0.26 1.07 0.32 1.05 0.88 0.71 0.31 0.34 Control Delay 130.0 23.1 3.8 17.2 80.5 9.8 122.7 56.9 70.7 39.4 8.1 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 130.0 23.1 3.8 17.2 80.5 9.8 122.7 56.9 70.7 39.4 8.1 LOS FCABFAFE EDA Approach Delay 41.6 68.6 75.7 40.7 Approach LOS D E E D Queue Length 50th (m) ~52.6 77.1 1.8 8.9 ~192.0 10.1 ~35.8 79.0 20.8 23.5 0.2 Queue Length 95th (m) m#90.0 m44.9 m5.5 16.9 #234.0 27.5 #62.6 #102.5 #35.3 34.7 16.2 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 202 1329 637 300 1314 668 258 819 246 781 460 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 1.10 0.54 0.26 0.26 1.07 0.32 1.05 0.83 0.70 0.30 0.33 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 94 (78%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 59.6 Intersection LOS: E Intersection Capacity Utilization 99.4% ICU Level of Service F

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 29 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future AM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 30 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 219 709 163 75 1374 213 266 598 69 170 226 147 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1695 3262 1324 1600 3357 1475 3195 3268 3321 3232 1438 Flt Permitted 0.08 1.00 1.00 0.29 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 146 3262 1324 491 3357 1475 3195 3268 3321 3232 1438 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 223 723 166 77 1402 217 271 610 70 173 231 150 RTOR Reduction (vph) 0 0 98 0 0 91 08000115 Lane Group Flow (vph) 223 723 68 77 1402 126 271 672 0 173 231 35 Confl. Peds. (#/hr) 7 3 3 7 2 5 5 2 Heavy Vehicles (%) 2% 6% 15% 8% 3% 2% 5% 3% 12% 1% 7% 6% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 59.0 48.9 48.9 55.2 47.0 47.0 9.7 28.2 8.8 27.3 27.3 Effective Green, g (s) 59.0 48.9 48.9 55.2 47.0 47.0 9.7 28.2 8.8 27.3 27.3 Actuated g/C Ratio 0.49 0.41 0.41 0.46 0.39 0.39 0.08 0.23 0.07 0.23 0.23 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 202 1329 539 301 1314 577 258 767 243 735 327 v/s Ratio Prot c0.09 0.22 0.02 0.42 c0.08 c0.21 0.05 0.07 v/s Ratio Perm c0.45 0.05 0.10 0.09 0.02 v/c Ratio 1.10 0.54 0.13 0.26 1.07 0.22 1.05 0.88 0.71 0.31 0.11 Uniform Delay, d1 34.9 27.1 22.2 18.9 36.5 24.3 55.1 44.2 54.4 38.6 36.7 Progression Factor 1.54 0.79 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 89.8 1.4 0.4 2.0 44.8 0.9 69.9 11.0 9.5 0.2 0.1 Delay (s) 143.7 22.8 19.1 21.0 81.3 25.2 125.0 55.2 63.8 38.8 36.8 Level of Service F C B C F C F E E D D Approach Delay (s) 46.5 71.4 75.1 46.1 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay 62.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM Synchro 8 Report MC Page 31 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM - Upgrades

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1254 6 63 2025 16 33 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 75.0 0.0 0.0 Storage Lanes 0 1 1 1 Taper Length (m) 25.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.999 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3387 0 1695 3390 1695 1517 Flt Permitted 0.170 0.950 Satd. Flow (perm) 3387 0 303 3390 1695 1517 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 36 Link Speed (k/h) 60 60 60 Link Distance (m) 512.2 289.8 138.4 Travel Time (s) 30.7 17.4 8.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1363 7 68 2201 17 36 Shared Lane Traffic (%) Lane Group Flow (vph) 1370 0 68 2201 17 36 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1210 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 0.0 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 0.0 Detector 1 Type 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 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 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 NA Prot Perm Protected Phases 2 6 8 Permitted Phases 6 8 Detector Phase 2 6688

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM - Upgrades

Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 Total Split (s) 98.0 98.0 98.0 22.0 22.0 Total Split (%) 81.7% 81.7% 81.7% 18.3% 18.3% Maximum Green (s) 92.0 92.0 92.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 Act Effct Green (s) 92.0 92.0 92.0 16.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 0.13 v/c Ratio 0.53 0.29 0.85 0.08 0.15 Control Delay 6.4 4.2 5.9 46.6 16.0 Queue Delay 0.0 0.0 1.4 0.0 0.0 Total Delay 6.4 4.2 7.3 46.6 16.0 LOS A A A D B Approach Delay 6.4 7.2 25.8 Approach LOS A A C Queue Length 50th (m) 56.3 2.3 53.7 3.6 0.0 Queue Length 95th (m) 68.5 m2.7 58.9 10.4 9.6 Internal Link Dist (m) 488.2 265.8 114.4 Turn Bay Length (m) 75.0 Base Capacity (vph) 2596 232 2599 226 233 Starvation Cap Reductn 0 0 218 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.53 0.29 0.92 0.08 0.15 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 7.2 Intersection LOS: A Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM - Upgrades Splits and Phases: 3: Signalized Commercial Access & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future AM - Upgrades

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1254 6 63 2025 16 33 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3388 1695 3390 1695 1517 Flt Permitted 1.00 0.17 1.00 0.95 1.00 Satd. Flow (perm) 3388 304 3390 1695 1517 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1363 7 68 2201 17 36 RTOR Reduction (vph) 0000031 Lane Group Flow (vph) 1370 0 68 2201 17 5 Turn Type NA Perm NA Prot Perm Protected Phases 2 6 8 Permitted Phases 6 8 Actuated Green, G (s) 92.0 92.0 92.0 16.0 16.0 Effective Green, g (s) 92.0 92.0 92.0 16.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 0.13 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2597 233 2599 226 202 v/s Ratio Prot 0.40 c0.65 c0.01 v/s Ratio Perm 0.22 0.00 v/c Ratio 0.53 0.29 0.85 0.08 0.02 Uniform Delay, d1 5.5 4.2 9.3 45.5 45.2 Progression Factor 1.00 0.53 0.40 1.00 1.00 Incremental Delay, d2 0.8 1.6 1.9 0.6 0.2 Delay (s) 6.3 3.9 5.7 46.2 45.4 Level of Service A A A D D Approach Delay (s) 6.3 5.6 45.7 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 6.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM - Upgrades

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 66 602 21 86 1244 254 71 59 54 287 78 80 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Ped Bike Factor 1.00 1.00 0.96 1.00 0.98 0.99 0.99 Frt 0.995 0.850 0.850 0.924 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3176 0 1695 3232 1517 1679 1767 1394 3354 1625 0 Flt Permitted 0.110 0.336 0.651 0.950 Satd. Flow (perm) 187 3176 0 597 3232 1460 1145 1767 1368 3322 1625 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 270 146 47 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 70 640 22 91 1323 270 76 63 57 305 83 85 Shared Lane Traffic (%) Lane Group Flow (vph) 70 662 0 91 1323 270 76 63 57 305 168 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM - Upgrades

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 10.1 58.4 12.6 60.9 60.9 29.0 29.0 29.0 20.0 49.0 Total Split (%) 8.4% 48.7% 10.5% 50.8% 50.8% 24.2% 24.2% 24.2% 16.7% 40.8% Maximum Green (s) 4.0 52.3 6.5 54.8 54.8 23.0 23.0 23.0 13.1 42.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 68.1 60.7 70.5 63.7 63.7 13.3 13.3 13.3 13.0 32.2 Actuated g/C Ratio 0.57 0.51 0.59 0.53 0.53 0.11 0.11 0.11 0.11 0.27 v/c Ratio 0.36 0.41 0.22 0.77 0.30 0.60 0.32 0.20 0.84 0.36 Control Delay 11.1 13.6 21.7 46.3 16.8 69.2 51.9 1.6 73.4 26.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 13.6 21.7 46.3 16.8 69.2 51.9 1.6 73.4 26.4 LOS BB CDBEDAEC Approach Delay 13.4 40.2 44.0 56.7 Approach LOS B D D E Queue Length 50th (m) 2.1 41.0 16.2 157.1 26.5 17.3 13.9 0.0 36.8 22.6 Queue Length 95th (m) 5.9 81.0 m17.3 m151.3 m24.2 31.9 26.2 0.0 #58.8 39.0 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 194 1607 424 1714 901 219 338 380 366 600 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.36 0.41 0.21 0.77 0.30 0.35 0.19 0.15 0.83 0.28 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 36.6 Intersection LOS: D Intersection Capacity Utilization 76.1% ICU Level of Service D

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM - Upgrades Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future AM - Upgrades

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 66 602 21 86 1244 254 71 59 54 287 78 80 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1616 3176 1693 3232 1460 1670 1767 1368 3354 1625 Flt Permitted 0.11 1.00 0.34 1.00 1.00 0.65 1.00 1.00 0.95 1.00 Satd. Flow (perm) 187 3176 599 3232 1460 1144 1767 1368 3354 1625 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 70 640 22 91 1323 270 76 63 57 305 83 85 RTOR Reduction (vph) 0200013000510340 Lane Group Flow (vph) 70 660 0 91 1323 140 76 63 6 305 134 0 Confl. Peds. (#/hr) 9 7 7 9 4 4 4 4 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 Actuated Green, G (s) 66.8 60.6 70.4 62.4 62.4 13.3 13.3 13.3 13.0 32.3 Effective Green, g (s) 66.8 60.6 70.4 62.4 62.4 13.3 13.3 13.3 13.0 32.3 Actuated g/C Ratio 0.56 0.51 0.59 0.52 0.52 0.11 0.11 0.11 0.11 0.27 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 177 1603 424 1680 759 126 195 151 363 437 v/s Ratio Prot c0.02 0.21 0.01 c0.41 0.04 c0.09 0.08 v/s Ratio Perm 0.20 0.11 0.10 c0.07 0.00 v/c Ratio 0.40 0.41 0.21 0.79 0.18 0.60 0.32 0.04 0.84 0.31 Uniform Delay, d1 16.5 18.6 11.3 23.4 15.3 50.8 49.2 47.7 52.5 34.9 Progression Factor 0.57 0.65 2.10 1.88 7.40 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.8 0.0 0.4 0.0 7.9 1.0 0.1 15.9 0.4 Delay (s) 10.9 12.9 23.8 44.4 113.3 58.7 50.2 47.8 68.4 35.3 Level of Service B B C D F E D D E D Approach Delay (s) 12.7 54.3 52.8 56.6 Approach LOS B D D E Intersection Summary HCM 2000 Control Delay 44.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 3/3/2016 2025 Total Future AM - Upgrades Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 400 143 274 207 37 86 89 1463 149 179 2336 154 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 25.0 0.0 25.0 100.0 30.0 100.0 30.0 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (m) 0.0 0.0 100.0 100.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.964 0.959 0.950 0.950 Satd. Flow (prot) 0 1720 1517 0 1711 1517 1695 3144 1547 1729 3424 1517 Flt Permitted 0.554 0.191 0.082 0.081 Satd. Flow (perm) 0 989 1517 0 341 1517 146 3144 1508 147 3424 1517 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 83 77 69 69 Link Speed (k/h) 60 60 60 60 Link Distance (m) 396.1 414.0 191.0 491.1 Travel Time (s) 23.8 24.8 11.5 29.5 Confl. Peds. (#/hr) 22 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Adj. Flow (vph) 435 155 298 225 40 93 97 1590 162 195 2539 167 Shared Lane Traffic (%) Lane Group Flow (vph) 0 590 298 0 265 93 97 1590 162 195 2539 167 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 Number of Detectors 121120121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 0.0 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 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 0.0 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 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm pm+pt NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 444888522166 Switch Phase 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 Minimum Split (s) 32.6 32.6 32.6 32.6 32.6 32.6 8.0 32.4 32.4 8.0 30.4 30.4 Total Split (s) 56.0 56.0 56.0 56.0 56.0 56.0 8.0 55.0 55.0 9.0 56.0 56.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 6.7% 45.8% 45.8% 7.5% 46.7% 46.7% Maximum Green (s) 49.4 49.4 49.4 49.4 49.4 49.4 4.0 48.6 48.6 5.0 49.6 49.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.5 4.6 4.6 3.5 4.6 4.6 All-Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 0.5 1.8 1.8 0.5 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes 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 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 19.0 19.0 19.0 19.0 19.0 19.0 17.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 000000 00 00 Act Effct Green (s) 49.4 49.4 49.4 49.4 55.0 48.6 48.6 57.0 49.6 49.6 Actuated g/C Ratio 0.41 0.41 0.41 0.41 0.46 0.40 0.40 0.48 0.41 0.41 v/c Ratio 1.45 0.44 1.89 0.14 0.82 1.25 0.25 1.44 1.79 0.25 Control Delay 245.3 20.3 452.2 7.2 67.4 151.2 14.4 258.7 386.0 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 245.3 20.3 452.2 7.2 67.4 151.2 14.4 258.7 386.0 14.3 LOS FC FAEFBFFB Approach Delay 169.8 336.6 134.8 356.1 Approach LOS FFFF Queue Length 50th (m) ~189.4 35.2 ~95.5 2.2 11.7 ~245.8 13.7 ~46.6 ~472.3 14.2 Queue Length 95th (m) #257.0 59.4 #116.6 12.3 #33.4 #288.1 28.8 #93.5 #512.2 29.3 Internal Link Dist (m) 372.1 390.0 167.0 467.1 Turn Bay Length (m) 25.0 25.0 100.0 30.0 100.0 30.0 Base Capacity (vph) 407 673 140 669 118 1273 651 135 1415 667 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 1.45 0.44 1.89 0.14 0.82 1.25 0.25 1.44 1.79 0.25 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.89 Intersection Signal Delay: 259.1 Intersection LOS: F Intersection Capacity Utilization 138.5% ICU Level of Service H

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future PM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Strandherd Drive & Kennevale Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 1: Strandherd Drive & Kennevale Drive 2025 Total Future PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 400 143 274 207 37 86 89 1463 149 179 2336 154 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1721 1517 1712 1517 1695 3144 1508 1729 3424 1517 Flt Permitted 0.55 1.00 0.19 1.00 0.08 1.00 1.00 0.08 1.00 1.00 Satd. Flow (perm) 988 1517 341 1517 147 3144 1508 147 3424 1517 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 Adj. Flow (vph) 435 155 298 225 40 93 97 1590 162 195 2539 167 RTOR Reduction (vph) 0 0 49 0 0 45 0 0 41 0 0 40 Lane Group Flow (vph) 0 590 249 0 265 48 97 1590 121 195 2539 127 Confl. Peds. (#/hr) 22 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 10% 0% 0% 1% 2% Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 49.4 49.4 49.4 49.4 52.6 48.6 48.6 54.6 49.6 49.6 Effective Green, g (s) 49.4 49.4 49.4 49.4 52.6 48.6 48.6 54.6 49.6 49.6 Actuated g/C Ratio 0.41 0.41 0.41 0.41 0.44 0.41 0.41 0.46 0.41 0.41 Clearance Time (s) 6.6 6.6 6.6 6.6 4.0 6.4 6.4 4.0 6.4 6.4 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) 406 624 140 624 116 1273 610 132 1415 627 v/s Ratio Prot 0.03 0.51 c0.06 c0.74 v/s Ratio Perm 0.60 0.16 c0.78 0.03 0.34 0.08 0.61 0.08 v/c Ratio 1.45 0.40 1.89 0.08 0.84 1.25 0.20 1.48 1.79 0.20 Uniform Delay, d1 35.3 24.9 35.3 21.4 29.4 35.7 23.1 30.6 35.2 22.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 217.3 0.4 427.4 0.1 38.0 118.8 0.7 250.9 360.3 0.7 Delay (s) 252.6 25.3 462.7 21.5 67.5 154.5 23.8 281.5 395.5 23.3 Level of Service F C F C E F C F F C Approach Delay (s) 176.3 348.1 138.4 366.4 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 266.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 138.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 293 1924 600 103 1216 90 307 75 85 103 55 121 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 100.0 100.0 100.0 100.0 75.0 0.0 35.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 100.0 100.0 75.0 15.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.920 0.897 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1712 3424 1547 1729 3390 1502 1712 1674 0 1586 1621 0 Flt Permitted 0.146 0.058 0.525 0.557 Satd. Flow (perm) 263 3424 1547 106 3390 1502 946 1674 0 930 1621 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 612 92 23 83 Link Speed (k/h) 60 60 60 60 Link Distance (m) 391.1 512.2 207.1 106.9 Travel Time (s) 23.5 30.7 12.4 6.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Adj. Flow (vph) 299 1963 612 105 1241 92 313 77 87 105 56 123 Shared Lane Traffic (%) Lane Group Flow (vph) 299 1963 612 105 1241 92 313 164 0 105 179 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012012 12 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 0.0 6.1 30.5 0.0 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 0.0 6.1 1.8 0.0 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2 2 6 6 8 4

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 5 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 52266688 44 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.4 56.4 56.4 56.4 56.4 56.4 23.8 23.8 23.8 23.8 Total Split (s) 11.0 89.0 89.0 78.0 78.0 78.0 31.0 31.0 31.0 31.0 Total Split (%) 9.2% 74.2% 74.2% 65.0% 65.0% 65.0% 25.8% 25.8% 25.8% 25.8% Maximum Green (s) 4.6 82.6 82.6 71.6 71.6 71.6 25.2 25.2 25.2 25.2 Yellow Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 3.3 3.3 3.3 3.3 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min Max Max Max Max Walk Time (s) 15.0 15.0 15.0 15.0 15.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0000000 00 Act Effct Green (s) 82.6 82.6 82.6 71.6 71.6 71.6 25.2 25.2 25.2 25.2 Actuated g/C Ratio 0.69 0.69 0.69 0.60 0.60 0.60 0.21 0.21 0.21 0.21 v/c Ratio 1.27 0.83 0.49 1.67 0.61 0.10 1.58 0.44 0.54 0.44 Control Delay 166.4 17.8 1.9 383.5 17.1 2.3 317.0 39.7 53.8 25.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 166.4 17.8 1.9 383.5 17.1 2.3 317.0 39.7 53.8 25.6 LOS F B A F B A F D D C Approach Delay 29.9 42.9 221.7 36.0 Approach LOS C D F D Queue Length 50th (m) ~40.2 160.8 0.0 ~36.0 92.3 0.0 ~104.7 29.0 22.2 19.1 Queue Length 95th (m) #84.3 195.7 10.2 #57.0 112.6 6.4 #159.6 50.0 41.0 40.8 Internal Link Dist (m) 367.1 488.2 183.1 82.9 Turn Bay Length (m) 100.0 100.0 100.0 100.0 75.0 35.0 Base Capacity (vph) 236 2356 1255 63 2022 933 198 369 195 405 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 1.27 0.83 0.49 1.67 0.61 0.10 1.58 0.44 0.54 0.44 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 95 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.67 Intersection Signal Delay: 51.9 Intersection LOS: D Intersection Capacity Utilization 111.4% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 6 Lanes, Volumes, Timings Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future PM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 2: Cedarview Road/Tartan Drive & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 7 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 2: Cedarview Road/Tartan Drive & Strandherd Drive 2025 Total Future PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 293 1924 600 103 1216 90 307 75 85 103 55 121 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.92 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1712 3424 1547 1729 3390 1502 1712 1675 1586 1621 Flt Permitted 0.15 1.00 1.00 0.06 1.00 1.00 0.53 1.00 0.56 1.00 Satd. Flow (perm) 262 3424 1547 106 3390 1502 946 1675 930 1621 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 299 1963 612 105 1241 92 313 77 87 105 56 123 RTOR Reduction (vph) 0 0 191 0 0 37 0 18 0 0 66 0 Lane Group Flow (vph) 299 1963 421 105 1241 55 313 146 0 105 113 0 Heavy Vehicles (%) 1% 1% 0% 0% 2% 3% 1% 0% 0% 9% 0% 1% Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 5 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 82.6 82.6 82.6 71.6 71.6 71.6 25.2 25.2 25.2 25.2 Effective Green, g (s) 82.6 82.6 82.6 71.6 71.6 71.6 25.2 25.2 25.2 25.2 Actuated g/C Ratio 0.69 0.69 0.69 0.60 0.60 0.60 0.21 0.21 0.21 0.21 Clearance Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 5.8 5.8 5.8 5.8 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) 235 2356 1064 63 2022 896 198 351 195 340 v/s Ratio Prot 0.05 c0.57 0.37 0.09 0.07 v/s Ratio Perm 0.82 0.27 c0.99 0.04 c0.33 0.11 v/c Ratio 1.27 0.83 0.40 1.67 0.61 0.06 1.58 0.42 0.54 0.33 Uniform Delay, d1 19.3 13.7 8.0 24.2 15.4 10.1 47.4 41.0 42.2 40.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 151.5 2.7 0.2 359.6 0.6 0.0 284.1 3.6 10.3 2.6 Delay (s) 170.8 16.3 8.3 383.8 16.0 10.2 331.5 44.6 52.5 42.9 Level of Service F B A F B B F D D D Approach Delay (s) 30.7 42.4 232.9 46.4 Approach LOS C D F D Intersection Summary HCM 2000 Control Delay 53.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.63 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 111.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 8 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 2131 16 197 1434 71 197 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 75.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 25.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.999 0.901 Flt Protected 0.950 0.987 Satd. Flow (prot) 3387 0 1695 3390 1587 0 Flt Permitted 0.043 0.987 Satd. Flow (perm) 3387 0 77 3390 1587 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 2 18 Link Speed (k/h) 60 60 60 Link Distance (m) 512.2 301.2 207.1 Travel Time (s) 30.7 18.1 12.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2316 17 214 1559 77 214 Shared Lane Traffic (%) Lane Group Flow (vph) 2333 0 214 1559 291 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 9 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM

Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 Total Split (s) 98.0 98.0 98.0 22.0 Total Split (%) 81.7% 81.7% 81.7% 18.3% Maximum Green (s) 92.0 92.0 92.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 92.0 92.0 92.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 v/c Ratio 0.90 3.63 0.60 1.28 Control Delay 16.7 1221.6 7.1 195.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 16.7 1221.6 7.1 195.6 LOS B F A F Approach Delay 16.7 153.7 195.6 Approach LOS B F F Queue Length 50th (m) 183.3 ~90.4 83.2 ~83.5 Queue Length 95th (m) 230.3 m#117.6 m103.5 #138.3 Internal Link Dist (m) 488.2 277.2 183.1 Turn Bay Length (m) 75.0 Base Capacity (vph) 2597 59 2599 227 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.90 3.63 0.60 1.28 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 3.63 Intersection Signal Delay: 83.8 Intersection LOS: F Intersection Capacity Utilization 106.2% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 10 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Signalized Commercial Access & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 11 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 2131 16 197 1434 71 197 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 0.95 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.90 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 3386 1695 3390 1586 Flt Permitted 1.00 0.04 1.00 0.99 Satd. Flow (perm) 3386 78 3390 1586 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2316 17 214 1559 77 214 RTOR Reduction (vph) 0000160 Lane Group Flow (vph) 2333 0 214 1559 275 0 Turn Type NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Actuated Green, G (s) 92.0 92.0 92.0 16.0 Effective Green, g (s) 92.0 92.0 92.0 16.0 Actuated g/C Ratio 0.77 0.77 0.77 0.13 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2595 59 2599 211 v/s Ratio Prot 0.69 0.46 c0.17 v/s Ratio Perm c2.76 v/c Ratio 0.90 3.63 0.60 1.31 Uniform Delay, d1 10.5 14.0 6.0 52.0 Progression Factor 1.00 1.27 1.04 1.00 Incremental Delay, d2 4.6 1208.3 0.2 167.3 Delay (s) 15.1 1226.1 6.5 219.3 Level of Service B F A F Approach Delay (s) 15.1 153.7 219.3 Approach LOS B F F Intersection Summary HCM 2000 Control Delay 84.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 3.24 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 106.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 12 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 1733 560 27 1050 34 503 10 28 26 10 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 75.0 75.0 75.0 75.0 75.0 0.0 75.0 0.0 Storage Lanes 1 1 1 1 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.890 0.900 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1588 0 1695 1606 0 Flt Permitted 0.160 0.063 0.736 0.730 Satd. Flow (perm) 285 3390 1517 112 3390 1517 1313 1588 0 1303 1606 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 421 37 8 22 Link Speed (k/h) 60 60 60 60 Link Distance (m) 301.2 421.2 341.1 172.6 Travel Time (s) 18.1 25.3 20.5 10.4 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 Adj. Flow (vph) 49 1884 609 29 1141 37 547 11 30 28 11 22 Shared Lane Traffic (%) Lane Group Flow (vph) 49 1884 609 29 1141 37 547 41 0 28 33 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12112112 12 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 13 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s) 69.0 69.0 69.0 69.0 69.0 69.0 51.0 51.0 51.0 51.0 Total Split (%) 57.5% 57.5% 57.5% 57.5% 57.5% 57.5% 42.5% 42.5% 42.5% 42.5% Maximum Green (s) 63.0 63.0 63.0 63.0 63.0 63.0 45.0 45.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 63.0 63.0 63.0 63.0 63.0 63.0 45.0 45.0 45.0 45.0 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.52 0.52 0.38 0.38 0.38 0.38 v/c Ratio 0.33 1.06 0.61 0.50 0.64 0.05 1.11 0.07 0.06 0.05 Control Delay 25.8 64.5 11.5 50.0 17.6 7.7 110.8 20.8 24.5 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 64.5 11.5 50.0 17.6 7.7 110.8 20.8 24.5 12.7 LOS CEBDBAFC CB Approach Delay 51.0 18.1 104.5 18.2 Approach LOS D B F B Queue Length 50th (m) 7.7 ~254.3 48.5 2.9 60.6 0.1 ~147.4 4.9 4.2 1.6 Queue Length 95th (m) m8.7 m#285.3 m65.2 #20.3 106.2 6.3 #213.5 12.5 10.5 8.3 Internal Link Dist (m) 277.2 397.2 317.1 148.6 Turn Bay Length (m) 75.0 75.0 75.0 75.0 75.0 75.0 Base Capacity (vph) 149 1779 996 58 1779 814 492 600 488 616 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.33 1.06 0.61 0.50 0.64 0.05 1.11 0.07 0.06 0.05 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 48.7 Intersection LOS: D Intersection Capacity Utilization 96.6% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 14 Lanes, Volumes, Timings Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future PM # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 15 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 4: Chapman Mills Drive Extension/Frasier Fields Way & Strandherd Drive 2025 Total Future PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 1733 560 27 1050 34 503 10 28 26 10 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.89 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1695 3390 1517 1695 3390 1517 1695 1588 1695 1606 Flt Permitted 0.16 1.00 1.00 0.06 1.00 1.00 0.74 1.00 0.73 1.00 Satd. Flow (perm) 285 3390 1517 113 3390 1517 1313 1588 1303 1606 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 Adj. Flow (vph) 49 1884 609 29 1141 37 547 11 30 28 11 22 RTOR Reduction (vph) 0 0 200 0 0 18 0500140 Lane Group Flow (vph) 49 1884 409 29 1141 19 547 36 0 28 19 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Actuated Green, G (s) 63.0 63.0 63.0 63.0 63.0 63.0 45.0 45.0 45.0 45.0 Effective Green, g (s) 63.0 63.0 63.0 63.0 63.0 63.0 45.0 45.0 45.0 45.0 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.52 0.52 0.38 0.38 0.38 0.38 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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) 149 1779 796 59 1779 796 492 595 488 602 v/s Ratio Prot c0.56 0.34 0.02 0.01 v/s Ratio Perm 0.17 0.27 0.26 0.01 c0.42 0.02 v/c Ratio 0.33 1.06 0.51 0.49 0.64 0.02 1.11 0.06 0.06 0.03 Uniform Delay, d1 16.4 28.5 18.5 18.2 20.4 13.7 37.5 24.0 24.0 23.7 Progression Factor 1.29 1.15 1.88 0.93 0.77 1.74 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 32.1 0.9 25.2 1.7 0.1 74.8 0.0 0.0 0.0 Delay (s) 23.2 65.0 35.8 42.3 17.4 23.9 112.3 24.0 24.0 23.7 Level of Service C E D D B C F C C C Approach Delay (s) 57.2 18.2 106.1 23.9 Approach LOS E B F C Intersection Summary HCM 2000 Control Delay 52.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.08 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 96.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 16 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 9 347 501 26 14 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 35.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 Taper Length (m) 55.0 0.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.966 Flt Protected 0.950 0.964 Satd. Flow (prot) 1695 1784 1772 0 1662 0 Flt Permitted 0.950 0.964 Satd. Flow (perm) 1695 1784 1772 0 1662 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 5 Link Speed (k/h) 60 60 60 Link Distance (m) 454.6 66.9 223.2 Travel Time (s) 27.3 4.0 13.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 10 377 545 28 15 5 Shared Lane Traffic (%) Lane Group Flow (vph) 10 377 573 0 20 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 24 14 24 14 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (m) 6.1 30.5 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 Prot Protected Phases 7 4 8 6 Permitted Phases Detector Phase 7 4 8 6

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 17 Lanes, Volumes, Timings Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future PM

Lane Group EBL EBT WBT WBR SBL SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 20.0 20.0 Total Split (s) 8.0 40.0 32.0 20.0 Total Split (%) 13.3% 66.7% 53.3% 33.3% Maximum Green (s) 4.0 36.0 28.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None None Max Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 4.1 20.0 18.8 16.5 Actuated g/C Ratio 0.09 0.45 0.42 0.37 v/c Ratio 0.06 0.47 0.77 0.03 Control Delay 24.0 10.1 18.8 11.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 24.0 10.1 18.8 11.9 LOS C B B B Approach Delay 10.4 18.8 11.9 Approach LOS B B B Queue Length 50th (m) 0.7 18.2 31.8 0.7 Queue Length 95th (m) 4.9 31.3 77.6 5.3 Internal Link Dist (m) 430.6 42.9 199.2 Turn Bay Length (m) 35.0 Base Capacity (vph) 156 1475 1145 615 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.06 0.26 0.50 0.03 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 44.8 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.77 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 5: Chapman Mills Drive Extension & Street 6

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 18 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 5: Chapman Mills Drive Extension & Street 6 2025 Total Future PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 9 347 501 26 14 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 0.97 Flt Protected 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1695 1784 1773 1662 Flt Permitted 0.95 1.00 1.00 0.96 Satd. Flow (perm) 1695 1784 1773 1662 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 10 377 545 28 15 5 RTOR Reduction (vph) 004030 Lane Group Flow (vph) 10 377 569 0 17 0 Turn Type Prot NA NA Prot Protected Phases 7 4 8 6 Permitted Phases Actuated Green, G (s) 0.6 23.4 18.8 16.5 Effective Green, g (s) 0.6 23.4 18.8 16.5 Actuated g/C Ratio 0.01 0.49 0.39 0.34 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 21 871 695 572 v/s Ratio Prot 0.01 c0.21 c0.32 c0.01 v/s Ratio Perm v/c Ratio 0.48 0.43 0.82 0.03 Uniform Delay, d1 23.5 7.9 13.0 10.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.0 0.3 7.5 0.1 Delay (s) 39.5 8.3 20.5 10.5 Level of Service D A C B Approach Delay (s) 9.1 20.5 10.5 Approach LOS A C B Intersection Summary HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 47.9 Sum of lost time (s) 12.0 Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 19 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1788 21 99 1049 18 49 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 50.0 0.0 0.0 Storage Lanes 0 1 1 0 Taper Length (m) 50.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.998 0.901 Flt Protected 0.950 0.987 Satd. Flow (prot) 3383 0 1729 3357 1571 0 Flt Permitted 0.091 0.987 Satd. Flow (perm) 3383 0 166 3357 1570 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 34 Link Speed (k/h) 60 60 60 Link Distance (m) 421.2 161.4 103.7 Travel Time (s) 25.3 9.7 6.2 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Adj. Flow (vph) 1902 22 105 1116 19 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1924 0 105 1116 71 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 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 NA Prot

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 20 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future PM

Lane Group EBT EBR WBL WBT NBL NBR Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 25.0 25.0 25.0 24.8 Total Split (s) 95.2 95.2 95.2 24.8 Total Split (%) 79.3% 79.3% 79.3% 20.7% Maximum Green (s) 89.2 89.2 89.2 19.0 Yellow Time (s) 4.2 4.2 4.2 3.3 All-Red Time (s) 1.8 1.8 1.8 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 10.0 10.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 103.0 103.0 103.0 8.6 Actuated g/C Ratio 0.86 0.86 0.86 0.07 v/c Ratio 0.66 0.74 0.39 0.49 Control Delay 19.5 51.6 4.7 42.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 19.5 51.6 4.7 42.0 LOS B D A D Approach Delay 19.5 8.8 42.0 Approach LOS B A D Queue Length 50th (m) 239.8 14.6 22.7 8.5 Queue Length 95th (m) m226.8 m#52.6 76.0 22.4 Internal Link Dist (m) 397.2 137.4 79.7 Turn Bay Length (m) 50.0 Base Capacity (vph) 2905 142 2882 277 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.66 0.74 0.39 0.26 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 15.9 Intersection LOS: B Intersection Capacity Utilization 78.2% ICU Level of Service D

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 21 Lanes, Volumes, Timings Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future PM Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Andora Avenue & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 22 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 6: Andora Avenue & Strandherd Drive 2025 Total Future PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 1788 21 99 1049 18 49 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 5.8 Lane Util. Factor 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.90 Flt Protected 1.00 0.95 1.00 0.99 Satd. Flow (prot) 3383 1729 3357 1571 Flt Permitted 1.00 0.09 1.00 0.99 Satd. Flow (perm) 3383 166 3357 1571 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 1902 22 105 1116 19 52 RTOR Reduction (vph) 0000320 Lane Group Flow (vph) 1924 0 105 1116 39 0 Confl. Peds. (#/hr) 1 1 1 1 Heavy Vehicles (%) 2% 2% 0% 3% 2% 2% Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Actuated Green, G (s) 100.7 100.7 100.7 7.5 Effective Green, g (s) 100.7 100.7 100.7 7.5 Actuated g/C Ratio 0.84 0.84 0.84 0.06 Clearance Time (s) 6.0 6.0 6.0 5.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2838 139 2817 98 v/s Ratio Prot 0.57 0.33 c0.02 v/s Ratio Perm c0.63 v/c Ratio 0.68 0.76 0.40 0.40 Uniform Delay, d1 3.6 4.2 2.3 54.1 Progression Factor 4.70 3.18 1.72 1.00 Incremental Delay, d2 0.1 26.5 0.3 2.7 Delay (s) 17.0 40.0 4.4 56.7 Level of Service B D A E Approach Delay (s) 17.0 7.4 56.7 Approach LOS B A E Intersection Summary HCM 2000 Control Delay 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 23 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 1574 63 178 998 402 89 149 124 334 161 108 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.94 0.98 0.97 1.00 0.99 Frt 0.994 0.850 0.850 0.940 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1647 3367 0 1729 3357 1532 1729 1820 1517 1712 1696 0 Flt Permitted 0.212 0.066 0.584 0.336 Satd. Flow (perm) 366 3367 0 120 3357 1443 1045 1820 1470 603 1696 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 428 146 30 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 73 1674 67 189 1062 428 95 159 132 355 171 115 Shared Lane Traffic (%) Lane Group Flow (vph) 73 1741 0 189 1062 428 95 159 132 355 286 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 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

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 24 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 12.9 60.0 14.0 61.1 61.1 29.0 29.0 29.0 17.0 46.0 Total Split (%) 10.8% 50.0% 11.7% 50.9% 50.9% 24.2% 24.2% 24.2% 14.2% 38.3% Maximum Green (s) 6.8 53.9 7.9 55.0 55.0 23.0 23.0 23.0 10.1 39.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 61.3 54.2 72.9 63.7 63.7 16.4 16.4 16.4 32.5 32.5 Actuated g/C Ratio 0.51 0.45 0.61 0.53 0.53 0.14 0.14 0.14 0.27 0.27 v/c Ratio 0.28 1.14 0.72 0.60 0.44 0.67 0.64 0.40 1.39 0.60 Control Delay 6.3 99.4 39.4 41.1 16.7 70.4 60.2 9.1 228.9 38.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 99.4 39.4 41.1 16.7 70.4 60.2 9.1 228.9 38.6 LOS AF DDBEEAFD Approach Delay 95.6 34.7 45.2 144.0 Approach LOS F C D F Queue Length 50th (m) 2.1 ~261.6 38.9 124.0 38.9 21.6 36.0 0.0 ~106.8 52.7 Queue Length 95th (m) m3.6 #300.6 m#51.7 m135.1 m37.9 37.6 54.7 13.3 #160.8 74.5 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 265 1524 263 1782 967 200 348 399 256 572 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.28 1.14 0.72 0.60 0.44 0.47 0.46 0.33 1.39 0.50 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.39 Intersection Signal Delay: 75.6 Intersection LOS: E

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 25 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM Intersection Capacity Utilization 109.5% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 26 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 1574 63 178 998 402 89 149 124 334 161 108 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1645 3368 1729 3357 1444 1700 1820 1465 1710 1694 Flt Permitted 0.21 1.00 0.07 1.00 1.00 0.58 1.00 1.00 0.34 1.00 Satd. Flow (perm) 368 3368 121 3357 1444 1046 1820 1465 604 1694 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 73 1674 67 189 1062 428 95 159 132 355 171 115 RTOR Reduction (vph) 02000205001140220 Lane Group Flow (vph) 73 1739 0 189 1062 223 95 159 18 355 264 0 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 60.1 54.2 74.5 62.5 62.5 16.4 16.4 16.4 32.5 32.5 Effective Green, g (s) 60.1 54.2 74.5 62.5 62.5 16.4 16.4 16.4 32.5 32.5 Actuated g/C Ratio 0.50 0.45 0.62 0.52 0.52 0.14 0.14 0.14 0.27 0.27 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 247 1521 265 1748 752 142 248 200 256 458 v/s Ratio Prot 0.01 c0.52 c0.08 0.32 0.09 c0.12 0.16 v/s Ratio Perm 0.13 0.36 0.15 0.09 0.01 c0.26 v/c Ratio 0.30 1.14 0.71 0.61 0.30 0.67 0.64 0.09 1.39 0.58 Uniform Delay, d1 16.3 32.9 33.7 20.2 16.3 49.2 49.0 45.3 42.0 37.8 Progression Factor 0.40 0.88 1.11 1.90 8.51 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 70.9 4.6 0.8 0.5 11.3 5.6 0.2 196.4 1.8 Delay (s) 7.0 99.8 41.9 39.0 139.2 60.6 54.6 45.5 238.4 39.6 Level of Service A F D D F E D D F D Approach Delay (s) 96.1 64.9 52.9 149.7 Approach LOS F E D F Intersection Summary HCM 2000 Control Delay 88.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.19 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 109.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 27 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 302 1558 223 200 985 232 240 458 81 306 673 290 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 90.0 100.0 50.0 50.0 0.0 50.0 35.0 Storage Lanes 1 1 1 1 2 0 2 1 Taper Length (m) 30.0 50.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 1.00 Ped Bike Factor 0.97 0.97 1.00 1.00 0.98 0.98 Frt 0.850 0.850 0.977 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1616 3202 1357 1695 3232 1517 3257 3226 0 3354 3458 1473 Flt Permitted 0.085 0.099 0.950 0.950 Satd. Flow (perm) 145 3202 1323 177 3232 1472 3241 3226 0 3302 3458 1445 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 182 209 15 209 Link Speed (k/h) 60 60 60 60 Link Distance (m) 424.2 184.0 282.8 233.0 Travel Time (s) 25.5 11.0 17.0 14.0 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Adj. Flow (vph) 311 1606 230 206 1015 239 247 472 84 315 694 299 Shared Lane Traffic (%) Lane Group Flow (vph) 311 1606 230 206 1015 239 247 556 0 315 694 299 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12112112 121 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 28 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Detector Phase 52216638 744 Switch Phase 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 Minimum Split (s) 10.6 33.5 33.5 10.6 22.5 22.5 10.3 22.5 10.3 35.5 35.5 Total Split (s) 23.6 57.5 57.5 13.0 46.9 46.9 14.0 30.5 19.0 35.5 35.5 Total Split (%) 19.7% 47.9% 47.9% 10.8% 39.1% 39.1% 11.7% 25.4% 15.8% 29.6% 29.6% Maximum Green (s) 17.0 51.0 51.0 6.4 40.4 40.4 7.7 24.0 12.7 29.0 29.0 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 All-Red Time (s) 2.9 2.8 2.8 2.9 2.8 2.8 2.6 2.8 2.6 2.8 2.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max C-Max C-Max Max C-Max C-Max None None None None None Walk Time (s) 7.0 7.0 5.0 5.0 5.0 7.0 7.0 Flash Dont Walk (s) 20.0 20.0 11.0 11.0 11.0 22.0 22.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 64.7 51.0 51.0 47.5 40.4 40.4 7.7 23.2 12.7 28.2 28.2 Actuated g/C Ratio 0.54 0.42 0.42 0.40 0.34 0.34 0.06 0.19 0.11 0.24 0.24 v/c Ratio 1.05 1.18 0.35 1.28 0.93 0.38 1.19 0.88 0.89 0.86 0.60 Control Delay 80.9 109.3 6.0 192.3 54.2 7.6 170.1 61.6 80.0 55.4 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.9 109.3 6.0 192.3 54.2 7.6 170.1 61.6 80.0 55.4 18.0 LOS F F A F D A F E E E B Approach Delay 94.1 66.1 94.9 52.8 Approach LOS F E F D Queue Length 50th (m) ~71.0 ~234.5 5.3 ~49.6 121.0 4.8 ~35.9 65.2 38.3 82.0 17.2 Queue Length 95th (m) m57.4 m#144.7 m3.9 #97.5 #161.9 23.1 #62.0 #92.0 #63.2 #104.8 46.7 Internal Link Dist (m) 400.2 160.0 258.8 209.0 Turn Bay Length (m) 60.0 90.0 100.0 50.0 50.0 50.0 35.0 Base Capacity (vph) 296 1360 666 161 1088 634 208 657 354 835 507 Starvation Cap Reductn 00000000 000 Spillback Cap Reductn 00000000 000 Storage Cap Reductn 00000000 000 Reduced v/c Ratio 1.05 1.18 0.35 1.28 0.93 0.38 1.19 0.85 0.89 0.83 0.59 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 7 (6%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.28 Intersection Signal Delay: 77.6 Intersection LOS: E Intersection Capacity Utilization 106.4% ICU Level of Service G

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 29 Lanes, Volumes, Timings Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future PM Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: Greenbank Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 30 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 8: Greenbank Road & Strandherd Drive 2025 Total Future PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 302 1558 223 200 985 232 240 458 81 306 673 290 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 6.5 6.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1616 3202 1323 1695 3232 1472 3257 3228 3354 3458 1445 Flt Permitted 0.09 1.00 1.00 0.10 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 145 3202 1323 177 3232 1472 3257 3228 3354 3458 1445 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 311 1606 230 206 1015 239 247 472 84 315 694 299 RTOR Reduction (vph) 0 0 105 0 0 139 0 12 0 0 0 160 Lane Group Flow (vph) 311 1606 125 206 1015 100 247 544 0 315 694 139 Confl. Peds. (#/hr) 8 10 10 8 6 9 9 6 Heavy Vehicles (%) 7% 8% 14% 2% 7% 2% 3% 3% 11% 0% 0% 5% Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Actuated Green, G (s) 64.8 51.0 51.0 47.6 40.4 40.4 7.7 23.2 12.7 28.2 28.2 Effective Green, g (s) 64.8 51.0 51.0 47.6 40.4 40.4 7.7 23.2 12.7 28.2 28.2 Actuated g/C Ratio 0.54 0.42 0.42 0.40 0.34 0.34 0.06 0.19 0.11 0.23 0.23 Clearance Time (s) 6.6 6.5 6.5 6.6 6.5 6.5 6.3 6.5 6.3 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 Lane Grp Cap (vph) 296 1360 562 161 1088 495 208 624 354 812 339 v/s Ratio Prot c0.16 c0.50 0.08 0.31 0.08 0.17 c0.09 c0.20 v/s Ratio Perm 0.41 0.09 c0.43 0.07 0.10 v/c Ratio 1.05 1.18 0.22 1.28 0.93 0.20 1.19 0.87 0.89 0.85 0.41 Uniform Delay, d1 37.5 34.5 21.9 31.5 38.5 28.3 56.1 47.0 53.0 43.9 38.9 Progression Factor 1.63 0.78 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.1 82.2 0.1 164.8 15.3 0.9 122.2 12.7 22.7 8.7 0.8 Delay (s) 92.4 109.0 22.5 196.3 53.8 29.3 178.4 59.7 75.7 52.7 39.7 Level of Service F F C F D C F E E D D Approach Delay (s) 97.3 69.9 96.2 55.3 Approach LOS F E F E Intersection Summary HCM 2000 Control Delay 80.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.14 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.9 Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM Synchro 8 Report MC Page 31 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM - Upgrades

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 2131 16 197 1434 71 197 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 75.0 0.0 0.0 Storage Lanes 0 1 1 1 Taper Length (m) 25.0 0.0 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.999 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3387 0 1695 3390 1695 1517 Flt Permitted 0.048 0.950 Satd. Flow (perm) 3387 0 86 3390 1695 1517 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 121 Link Speed (k/h) 60 60 60 Link Distance (m) 512.2 301.2 207.1 Travel Time (s) 30.7 18.1 12.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2316 17 214 1559 77 214 Shared Lane Traffic (%) Lane Group Flow (vph) 2333 0 214 1559 77 214 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 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 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1210 Detector Template Thru Left Thru Left Leading Detector (m) 30.5 6.1 30.5 6.1 0.0 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 1.8 6.1 1.8 6.1 0.0 Detector 1 Type 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 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 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 pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 8 2 Detector Phase 4 3822

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM - Upgrades

Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 10.0 22.0 22.0 22.0 Total Split (s) 83.0 15.0 98.0 22.0 22.0 Total Split (%) 69.2% 12.5% 81.7% 18.3% 18.3% Maximum Green (s) 77.0 9.0 92.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 77.0 92.0 92.0 16.0 16.0 Actuated g/C Ratio 0.64 0.77 0.77 0.13 0.13 v/c Ratio 1.07 1.15 0.60 0.34 0.70 Control Delay 65.1 131.9 7.1 52.0 34.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 65.1 131.9 7.1 52.0 34.7 LOS E F A D C Approach Delay 65.1 22.2 39.3 Approach LOS E C D Queue Length 50th (m) ~322.0 ~43.1 83.2 16.7 20.6 Queue Length 95th (m) #363.4 m#72.8 m103.5 31.6 #48.8 Internal Link Dist (m) 488.2 277.2 183.1 Turn Bay Length (m) 75.0 Base Capacity (vph) 2173 186 2599 226 307 Starvation Cap Reductn 0 0000 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 1.07 1.15 0.60 0.34 0.70 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 46.1 Intersection LOS: D Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM - Upgrades # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Signalized Commercial Access & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 3: Signalized Commercial Access & Strandherd Drive 2025 Total Future PM - Upgrades

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 2131 16 197 1434 71 197 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3386 1695 3390 1695 1517 Flt Permitted 1.00 0.05 1.00 0.95 1.00 Satd. Flow (perm) 3386 86 3390 1695 1517 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2316 17 214 1559 77 214 RTOR Reduction (vph) 00000105 Lane Group Flow (vph) 2333 0 214 1559 77 109 Turn Type NA pm+pt NA Prot Perm Protected Phases 4 3 8 2 Permitted Phases 8 2 Actuated Green, G (s) 77.0 92.0 92.0 16.0 16.0 Effective Green, g (s) 77.0 92.0 92.0 16.0 16.0 Actuated g/C Ratio 0.64 0.77 0.77 0.13 0.13 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2172 186 2599 226 202 v/s Ratio Prot 0.69 c0.09 0.46 0.05 v/s Ratio Perm c0.79 c0.07 v/c Ratio 1.07 1.15 0.60 0.34 0.54 Uniform Delay, d1 21.5 44.5 6.0 47.2 48.6 Progression Factor 1.00 1.07 1.04 1.00 1.00 Incremental Delay, d2 42.7 99.6 0.2 4.1 10.0 Delay (s) 64.2 146.9 6.5 51.3 58.6 Level of Service E F A D E Approach Delay (s) 64.2 23.5 56.6 Approach LOS E C E Intersection Summary HCM 2000 Control Delay 47.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.08 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 4 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM - Upgrades

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 1574 63 178 998 402 89 149 124 334 161 108 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 60.0 0.0 100.0 100.0 35.0 25.0 35.0 0.0 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Ped Bike Factor 1.00 1.00 0.94 0.98 0.97 0.99 0.99 Frt 0.994 0.850 0.850 0.940 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1647 3367 0 1729 3357 1532 1729 1820 1517 3321 1696 0 Flt Permitted 0.209 0.067 0.584 0.950 Satd. Flow (perm) 360 3367 0 122 3357 1443 1045 1820 1470 3293 1696 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 428 146 30 Link Speed (k/h) 60 60 60 60 Link Distance (m) 148.2 424.2 210.9 272.8 Travel Time (s) 8.9 25.5 12.7 16.4 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 73 1674 67 189 1062 428 95 159 132 355 171 115 Shared Lane Traffic (%) Lane Group Flow (vph) 73 1741 0 189 1062 428 95 159 132 355 286 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 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 12012112 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 0.0 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 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 0.0 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 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

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 1 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM - Upgrades

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 Detector Phase 5 2 16688874 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 36.1 10.1 36.1 36.1 29.0 29.0 29.0 10.9 29.9 Total Split (s) 12.8 59.0 14.0 60.2 60.2 29.0 29.0 29.0 18.0 47.0 Total Split (%) 10.7% 49.2% 11.7% 50.2% 50.2% 24.2% 24.2% 24.2% 15.0% 39.2% Maximum Green (s) 6.7 52.9 7.9 54.1 54.1 23.0 23.0 23.0 11.1 40.1 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 16.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 00000 0 Act Effct Green (s) 60.3 53.2 71.9 62.7 62.7 16.4 16.4 16.4 11.1 33.5 Actuated g/C Ratio 0.50 0.44 0.60 0.52 0.52 0.14 0.14 0.14 0.09 0.28 v/c Ratio 0.28 1.16 0.72 0.61 0.45 0.67 0.64 0.40 1.16 0.58 Control Delay 6.5 108.2 39.7 42.8 17.4 70.4 60.2 9.1 148.4 37.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 108.2 39.7 42.8 17.4 70.4 60.2 9.1 148.4 37.4 LOS AF DDBEEAFD Approach Delay 104.1 36.0 45.2 98.9 Approach LOS F D D F Queue Length 50th (m) 2.1 ~265.5 39.4 126.6 40.3 21.6 36.0 0.0 ~50.8 52.0 Queue Length 95th (m) m3.6 #301.3 m#51.7 m137.6 m41.0 37.6 54.7 13.3 #80.6 73.5 Internal Link Dist (m) 124.2 400.2 186.9 248.8 Turn Bay Length (m) 60.0 100.0 100.0 35.0 25.0 35.0 Base Capacity (vph) 259 1496 262 1754 958 200 348 399 307 586 Starvation Cap Reductn 0 0 00000000 Spillback Cap Reductn 0 0 00000000 Storage Cap Reductn 0 0 00000000 Reduced v/c Ratio 0.28 1.16 0.72 0.61 0.45 0.47 0.46 0.33 1.16 0.49 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.16 Intersection Signal Delay: 73.0 Intersection LOS: E

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 2 Lanes, Volumes, Timings Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM - Upgrades Intersection Capacity Utilization 101.1% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Jockvale Road & Strandherd Drive

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 3 HCM Signalized Intersection Capacity Analysis Clarke Fields CTS 7: Jockvale Road & Strandherd Drive 2025 Total Future PM - Upgrades

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 1574 63 178 998 402 89 149 124 334 161 108 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1645 3367 1729 3357 1444 1700 1820 1465 3321 1695 Flt Permitted 0.21 1.00 0.07 1.00 1.00 0.58 1.00 1.00 0.95 1.00 Satd. Flow (perm) 362 3367 123 3357 1444 1046 1820 1465 3321 1695 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 73 1674 67 189 1062 428 95 159 132 355 171 115 RTOR Reduction (vph) 02000209001140220 Lane Group Flow (vph) 73 1739 0 189 1062 219 95 159 18 355 264 0 Confl. Peds. (#/hr) 17 10 10 17 16 7 4 4 Confl. Bikes (#/hr) 5676 Heavy Vehicles (%) 5% 2% 0% 0% 3% 1% 0% 0% 2% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 6 6 8 8 Actuated Green, G (s) 59.1 53.2 73.5 61.5 61.5 16.4 16.4 16.4 11.1 33.5 Effective Green, g (s) 59.1 53.2 73.5 61.5 61.5 16.4 16.4 16.4 11.1 33.5 Actuated g/C Ratio 0.49 0.44 0.61 0.51 0.51 0.14 0.14 0.14 0.09 0.28 Clearance Time (s) 6.1 6.1 6.1 6.1 6.1 6.0 6.0 6.0 6.9 6.9 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) 241 1492 265 1720 740 142 248 200 307 473 v/s Ratio Prot 0.01 c0.52 c0.08 c0.32 0.09 c0.11 0.16 v/s Ratio Perm 0.13 0.35 0.15 c0.09 0.01 v/c Ratio 0.30 1.17 0.71 0.62 0.30 0.67 0.64 0.09 1.16 0.56 Uniform Delay, d1 16.9 33.4 33.4 20.9 16.8 49.2 49.0 45.3 54.5 36.9 Progression Factor 0.39 0.86 1.12 1.91 8.63 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 80.4 4.6 0.9 0.5 11.3 5.6 0.2 100.7 1.4 Delay (s) 7.1 109.0 42.1 40.7 145.7 60.6 54.6 45.5 155.1 38.4 Level of Service A F D D F E D D F D Approach Delay (s) 104.9 67.6 52.9 103.0 Approach LOS F E D F Intersection Summary HCM 2000 Control Delay 86.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 25.1 Intersection Capacity Utilization 101.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

Clarke Fields CTS 5:00 pm 3/3/2016 2025 Total Future PM - Upgrades Synchro 8 Report MC Page 4

Appendix C Trip Generation Calculations Trip Generation 3/18/2016 9:49 AM

ITE Vehicle Trip Generation Rates Trip Rate Land Use Data Source AM Peak PM Peak Single Family Homes - Minto ITE 210 0.75 1.00 Single Family Homes - Mion ITE 210 0.75 1.00 Elementary School ITE 520 0.45 0.15 Townhouse / Condominium - Minto ITE 230 0.44 0.52 Townhouse / Condominium - Mion ITE 230 0.44 0.52 Shopping Centre ITE 820 0.96 3.71

Modified Person Trip Generation Rates Person Trip Rate Land Use Data Source AM Peak PM Peak Single Family Homes - Minto ITE 210 0.98 1.30 Single Family Homes - Mion ITE 210 0.98 1.30 Elementary School ITE 520 0.59 0.20 Townhouse / Condominium - Minto ITE 230 0.57 0.68 Townhouse / Condominium - Mion ITE 230 0.57 0.68 Shopping Centre ITE 820 1.25 4.82

Note: 1.3 factor to account for typical North American auto occupancy values of approximately 1.15 and combined transit and non-motorized modal shares of less than 10%

ITE Fitted Curve Equations Fitted Curve Equation Land Use Data Source AM Peak PM Peak Single Family Homes - Minto ITE 210 T= 0.70(x) + 9.74 Ln(T)= 0.90Ln(x) + 0.51 Single Family Homes - Mion ITE 210 T= 0.70(x) + 9.74 Ln(T)= 0.90Ln(x) + 0.51 Elementary School ITE 520 N/A 0.00(x) + 0.00 N/A 0.00(x) + 0.00 Townhouse / Condominium - Minto ITE 230 Ln(T)= 0.80Ln(x) + 0.26 Ln(T)= 0.82Ln(x) + 0.32 Townhouse / Condominium - Mion ITE 230 Ln(T)= 0.80Ln(x) + 0.26 Ln(T)= 0.82Ln(x) + 0.32 Shopping Centre ITE 820 Ln(T)= 0.61Ln(x) + 2.24 Ln(T)= 0.67Ln(x) + 3.31

Modified Person Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Land Use Data Source Area In Out Total In Out Total Total Site Units 25% 75% 63% 37% Single Family Homes - Minto ITE 210 99 du 25 78 103 85 50 135 Units 25% 75% 63% 37% Single Family Homes - Mion ITE 210 50 du 14 44 58 45 28 73 Units 55% 45% 49% 51% Elementary School ITE 520 585 du 188 154 342 55 59 114 Units 17% 83% 67% 33% Townhouse / Condominium - Minto ITE 230 179 du 18 89 107 84 42 126 Units 17% 83% 67% 33% Townhouse / Condominium - Mion ITE 230 150 du 15 78 93 73 36 109 ft² 62% 38% 48% 52% Shopping Centre ITE 820 325,000 ft² 257 159 416 823 893 1,716 Total 517 602 1,119 1,165 1,108 2,273

Single Family Homes - Minto Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 15 47 62 51 30 81 Auto Passenger 15% 4 1216138 21 Transit 15% 4 1216137 20 Non-motorized 10% 2798513 Total Person Trips100% 25 78 103 85 50 135 Total 'New' Single Family Homes - Minto Auto Trips 15 47 62 51 30 81

Single Family Homes - Mion Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 9 2736271744 Auto Passenger 15% 2797512 Transit 15% 2687411 Non-motorized 10% 145426 Total Person Trips100% 14 44 58 45 28 73 Total 'New' Single Family Homes - Mion Auto Trips 9 2736271744

Prepared by Mark Crockford Page 1 | 2 Trip Generation 3/18/2016 9:49 AM

Elementary School Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 113 93 206 33 36 69 Auto Passenger 15% 29 23 52 9 9 18 Transit 15% 28 23 51 8 9 17 Non-motorized 10% 18 15 33 5 5 10 Total Person Trips100% 188 154 342 55 59 114 Total 'New' Elementary School Auto Trips 113 93 206 33 36 69

Townhouse / Condominium - Minto Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 11 54 65 51 26 77 Auto Passenger 15% 3 1417136 19 Transit 15% 3 1316126 18 Non-motorized 10% 1898412 Total Person Trips100% 18 89 107 84 42 126 Total 'New' Townhouse / Condominium - Minto Auto Trips 11 54 65 51 26 77

Townhouse / Condominium - Mion Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 9 4756442266 Auto Passenger 15% 3 1215116 17 Transit 15% 2 1214115 16 Non-motorized 10% 1787310 Total Person Trips100% 15 78 93 73 36 109 Total 'New' Townhouse / Condominium - Mion Auto Trips 9 4756442266

Shopping Centre Trip Generation AM Peak (Person Trips/hr) PM Peak (Person Trips/hr) Travel Mode Mode Share In Out Total In Out Total Auto Driver 60% 155 96 251 494 536 1,030 Auto Passenger 15% 39 24 63 124 134 258 Transit 15% 38 24 62 123 134 257 Non-motorized 10% 25 15 40 82 89 171 Total Person Trips100% 257 159 416 823 893 1,716 Less Pass-by (34%) -43 -43 -86 -175 -175 -350 Total 'New' Shopping Centre Auto Trips 112 53 165 319 361 680

Total Site Vehicle Trip Generation AM Peak (veh/hr) PM Peak (veh/hr) Travel Mode In Out Total In Out Total Single Family Homes - Minto Trip Generation 15 47 62 51 30 81 Single Family Homes - Mion Trip Generation 9 27 36 27 17 44 Elementary School Trip Generation 113 93 206 33 36 69 Townhouse / Condominium - Minto Trip Generation 11 54 65 51 26 77 Townhouse / Condominium - Mion Trip Generation 9 4756442266 Shopping Centre Trip Generation 155 96 251 494 536 1,030 Shopping Centre Pass-by (34%) -43 -43 -86 -175 -175 -350 Multi-purpose Trips (10%) -27 -32 -59 -53 -49 -102 Total 'New' Auto Trips 242 289 531 472 443 915

Prepared by Mark Crockford Page 2 | 2